SEWARD HIGHWAY MP 0 TO MP PHASE II · Web viewChange 1/7/06 Subsection 105-1.07 replace Nash Road...

ESCROW OF BID DOCUMENTATION AFFIDAVIT

THE UNDERSIGNED HEREBY CERTIFIES THAT THE ESCROW OF BID DOCUMENTS CONTAINS ALL OF THE INFORMATION THAT WAS USED TO DEVELOP THE BID AND THAT I HAVE PERSONALLY EXAMINED THESE CONTENTS AND THAT THE DOCUMENTATION IS CORRECT AND COMPLETE ACCORDING TO SUBSECTION 103-1.11. SUBMITTAL BY THE CONTRACTOR OF A CLAIM, WHICH IS NOT CONSISTENT WITH THE CONTENTS OF THESE BID PREPARATION DOCUMENTS, SHALL RESULT IN DENIAL OF THE CLAIM.

By:

Title:

Firm:

Date of Submission:

Project Number:

SEWARD HIGHWAY MP 0 TO MP 8 PHASE IIPROJECT NH-TEA-031-1(29)/55352

PART 4

STANDARD MODIFICATIONS

AND SPECIAL PROVISIONS

to the STATE OF ALASKA

SPECIFICATIONSFOR

HIGHWAY CONSTRUCTION(METRIC)

98M


SPECIAL NOTICE TO BIDDERS

The Department hereby notifies bidders that information to assist in preparing bids is available at 4111 Aviation Avenue for the following:

1. These items are available upon request in the Anchorage Department of Transportation and Public Facilities Building Plans Room:

a. Quantity Computations

b. Cross Sections

c. Geotechnical Information, Seward Highway MP 0-8 test hole logs pedestrian tube at Iron Drive.

d. State of Alaska Department of Transportation and Public Facilities publication, Best Management Practices for Construction Erosion and Sediment Control and Maintenance and Operations Activities

e. Department of Transportation and Public Facilities - Sign Face Fabrication Requirements

f. Standard Specifications for Highway Construction 1998 Metric. ($25.00)

g. Standard Specifications for Highway Construction 2004. ($25.00)

2. Utility agreements pertaining to the disposition of utility facilities on this project are available for review at the office of the Utilities Engineer, (907) 269-0647.

3. The Department has approved an environmental document addressing concerns and environmental commitments and is available for review in the office of the Preliminary Design and Environmental Supervisor, (907) 269-0549.

4. A materials certification list is in Appendix D.

5. On July 24, 2005, governor Murkowski issued Administrative Order 226, which establishes a 15% goal for hiring apprentices in certain job categories; on highway, airport, harbor, dam, tunnel, utility, or dredging projects awarded by the Alaska Department of Transportation and Public Facilities. This Administrative Order will apply to projects advertised after September 1, 2005, where the project construction cost exceeds 2.5 million dollars.

For addition details, visit http://labor.state.ak.us//lss/forms/ApprenHireReq.pdf

6. The asphalt aggregate used on this project requires a high fracture percentage as noted in Section 703.

7. The Laborers’ Mechanics’ Minimum Rate of Pay contains information on remote sites and per diem. The department of Labor has issued WHPL #197, which further clarifies this requirement. See pay item 640(4).


8. Based on guidance from the US Department of Transportation’s General Counsel, effective January 10, 2006 the Alaska Department of Transportation and Public Facilities implemented a Race Neutral Disadvantaged Business Enterprise (DBE) program by setting 0% project goals on all highway, mass transit and airport projects. All forms and reports required under the existing DBE program will continue to be required under these 0% goal contracts.

Specifically, contractors must continue to report creditable DBE participation/payments on the Monthly Summary of Disadvantaged Business Enterprise Participation Form 25A-336. This will allow the Department to continue to accurately report DBE participation to the Federal Highway Administration, Federal Transit Administration and Federal Aviation Administration.

Contractors must also continue to provide opportunities for DBE firms to participate on highway, mass transit and airport projects as appropriate. A 0% DBE participation goal does not relieve the contractor of the requirement to provide equal opportunity in subcontracting, supplies or other services offered by DBE firms.

Any questions about this notice may directed to Jon Dunham, Manager of the Civil Rights Office, (907) 269- 0850, [email protected]

9. Traffic control required for the installation of the permanent and temporary markings is subsidiary to 670 items.

Temporary traffic markings required for all phases of the construction of the roadway is subsidiary to 670 items.


mailto:[email protected]

DIVISION 100

DEFINITIONS AND TERMS

Standard Modification

Delete Division 100 of 1998 Standard Specifications for Highway Construction, except for subsection 109-1.02 Measurement of Quantities.

Add Division 100 of the 2004 Standard Specification for Highway Construction, except for subsection 109-1.02 Measurement of Quantities. (Specifications not attached, use published 2004 Standard Specification for Highway Construction book. (1/01/06)M116


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SECTION 101

DEFINITIONS AND TERMS


Within Division 100 of the 2004 Standard Specification for Highway Construction make the following changes from English to metric units:

101-1.03 DEFINITIONS. Within definition of Bridge replace: “20 feet” with: 6.1 meters

Delete definition of Station in its entirety and replace with:

STATION. (1) A distance of 1000 meters measured horizontally, usually along centerline.

Replace the definition of Subgrade with the following:

SUBGRADE. The soil or embankment upon which the pavement structure is constructed.

(1/01/06)M116

Special Provision

101-1.03.DEFINITIONS. Add the following definition:

NONFROST SUSCEPTIBLE. Material that contains 6 percent or less passing the No. 200 screen as determined by sieve analysis performed with WAQTC FOP for AASHTO T 27/T 11on minus 75 mm material. (11/29/01)R1USC


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SECTION 102

BIDDING REQUIREMENTS AND CONDITIONS

Special Provisions

***deleted***


102-1.04 EXAMINATION OF PLANS, SPECIFICATIONS, SPECIAL PROVISIONS, AND WORK SITE. Replace the second paragraph with the following:

The records of geotechnical investigations including boring logs, test results, geology data reports, soil reports, material site reports, and geotechnical reports included in a bid package or made accessible to bidders or Contractors, are for information purposes only. These records are not part of the Contract. These records indicate subsurface conditions only at specific locations and times, and only to the depths penetrated. They do not necessarily reflect variations in soil, rock or groundwater conditions that may exist between or outside such locations. Actual conditions may differ from what is shown in the records. Material sources referenced in these records may not contain materials of sufficient quantity or quality to meet project requirements. The accessibility of these records does not constitute approval, nor guarantee suitability of soils or sources, or the rights to use sources for this project, except as specifically provided in subsections 106-1.02.4.b Mandatory Sources and 106-1.02.4.c Designated Sources. The records shall not substitute for independent investigation, interpretation, or judgment of the bidder or Contractor. The Department is not responsible for any interpretation or conclusion drawn from its records by the bidder or Contractor.

Bidders and Contractors shall examine subsection 106-1.02 Material Sources for further information about material source development.

102-1.05 PREPARATION OF BID. Modify the second sentence in the third paragraph, after: “If a bidder is a corporation, the bid must be signed by a corporate officer,” add: or agent. (1/01/06)M116


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SECTION 103

AWARD AND EXECUTION OF CONTRACT

Special Provisions

Add the following subsection:

103-1.11 ESCROW OF BID DOCUMENTATION. Furnish a legible copy of the Bid documentation and an affidavit, as instructed in writing by the Contracting Officer. Bid documentation consists of written documentation of quantity takeoffs, construction schedules on which the bid is based, cost estimates, rates of production and progress, assumptions, calculations, quotes from subcontractors and suppliers, and information used to prepare the Bid for this project.

Obtain and furnish the same level of bid documentation, for each subcontractor with a subcontract exceeding $200,000, regardless of tier.

Meet the following requirements:

1. Submitting Bid Documentation. Place bid documentation in a sealed container clearly marked “Bid Documentation” and labeled with the bidder’s name and address, submission date, and project name and number. Deliver the sealed container to the Department designated document depository for safekeeping.

2. Affidavit. Submit directly to the Contracting Officer a signed and certified affidavit attesting that

a. the affiant has examined the bid documentation and that it includes all documents used to prepare the bid,

b. the sealed container contains all bid documentation submitted,

c. the escrow materials were relied on to prepare the bid, and

d. should a dispute arise, the Contractor’s rights to use bid preparation documentation other than those in escrow are waived.


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3. Duration and Use. The bid documentation will remain in escrow, without access by either party, until one of the following occurs:

a. There is a dispute related to Change Order. With a neutral observer present, both parties will have joint access to review and copy the files.

b. The Contractor files a written claim or initiates Contract related litigation against the Department. With a neutral observer present, both parties will have joint access to review and copy the files.

c. The Contractor completes the Contract and the Department receives an executed Contractor’s Release (Form 25D-117) with no exceptions listed. Such action is sufficient grounds for the Contractor to obtain the release and custody of the escrow documentation.

4. Failure to Provide Bid Documentation. Refusal or failure to provide bid documentation or affidavit renders the bid nonresponsive. Failure or refusal to provide subcontractor bid documentation will result in subcontract disapproval.

5. Confidentiality of Bid Documentation. Materials held in escrow are the Contractor’s property. Except as otherwise provided herein, the escrow materials cannot be released without the Contractor’s approval. The original escrow materials are returned once litigation is concluded, outstanding claims are resolved, and the final release is executed.

6. Cost and Escrow Instruction. The Department pays to store escrowed materials and instructs the depository regarding escrow.

7. Payment. Include within the overall Contract bid price costs to comply with this subsection.

ES10(6/30/04)


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SECTION 105

CONTROL OF WORKStandard Modification

105-1.06 UTILITIES. Within Item 4.c.(1)(b) delete text in its entirety and replace with: The utility was field located by the utility owner or operator, and the field locate is accurate within 615 horizontal millimeters if the utility is buried 3.0 meters deep or less, or the field locate is accurate within 770 horizontal millimeters if the utility is buried deeper than 3.0 meters;

Within Item 4.c.(2)(a) delete text in its entirety and replace with: The field locate by the owner or operator of a buried utility erred by more than 615 horizontal millimeters if the utility is buried 3.0 meters deep or less, or 770 horizontal millimeters if the utility is buried deeper than 3.0 meters; (1/01/06)M116


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Special Provisions

105-1.06 UTILITIES. Add the following: The Contractor shall request locates from the utilities having facilities in the area. The Contractor shall use the locate Call Center for the following utilities:

Locate Call CenterStatewide 800-478-3121

who will notify the following:Alaska FiberstarAlaska Native HospitalAnchorage School DistrictAnchorage Telephone UtilityAlyeska CableAT&T Alascom, Inc.Anchorage Water & Waste Water UtilityChugach Electric AssociationCity of WasillaDOT Street Lights, State of AlaskaEnstar Natural GasEyecom TV/Interior TelephoneGCI CommunicationsHomer Electric AssociationMarathon OilMatanuska Electric AssociationMatanuska Telephone AssociationMFS Technologies, inc.Mukluk Telephone AssociationMunicipality of AnchorageMunicipal Light & Power Phillips PetroleumPTI

The Contractor shall call the following utilities and agencies directly:

Alaska Railroad Corporation..........................................................(907) 265-2457ADOT & PF Maintenance and Operations in Seward.....................(907) 224-3086The City of Seward, Engineering Department................................(907) 224-4050State (ADOT & PF) Street Light and Storm Drain (Kenai)............(907) 269-0783


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There are various utility appurtenances located within the project limits. Utilities scheduled for relocation are addressed in the following utility specific sections.

Right of Way and/or Construction Surveying is required before utility relocation.

Payment will be made as follows:

1. Subsidiary to Item 642(1) Construction Surveying, if the Contractor is required to provide the surveying as part of the contract and/or

2. Under Item 642(3) Three Person Survey Party, if the construction or Right of Way staking required by the utility is either in advance of the Contractor’s 2 week work plan, or not required by the contract.

The utility shall give the Contractor, through the Engineer, 15 calendar days advance written notice for required staking. (9/3/04)R3

The City of Seward, Telalaska, Inc. (TAI) and General Communications, Inc. (GCI) will relocate and/or adjust utility facilities where they conflict with proposed highway improvements. Specific coordination requirements for each utility are itemized below.

CITY OF SEWARD

The City of Seward shall provide for electrical distribution relocations not included in Section 681, and/or marked as NIC in the utility plan sheets, as follows:

1. The City of Seward will transfer an existing aerial primary circuit to an underground configuration at Coolidge Drive.

The Contractor shall allow the City of Seward 5 calendar days to complete the relocation.

2. The City of Seward shall relocate electrical service to Lot 23, Foltz Subdivision, to allow for the retirement of the existing pole at station 7+134, 8.5 right.

The Contractor shall coordinate the City of Seward’s service relocation to Lot 23 of Foltz Subdivision with the service relocations to Lots 21 and 22 of Foltz Subdivision, included in this contract under Item 681.

The Contractor shall allow the City of Seward 3 calendar days to complete the relocation.


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TELALASKA, INC. (TAI)

Telalaska shall provide for the relocation of telephone facilities as follows:

1. TAI shall install an underground conduit crossing of the Seward Highway at Jefferson Street, approximate station 1+531. The Contractor shall coordinate the work to coincide with road and lane closures required for water main and water service installations.

The Contractor shall allow TAI 2 calendar days to complete the crossing.

2. The existing telephone duct bank along the east side of the Seward Highway is located within the excavation limits for the installation of the structural plate pipe arch at station 2+678. The Contractor shall expose the duct bank to verify its vertical elevation before beginning pipe arch construction.

The Contractor shall submit a shoring plan to TAI for review and approval. The Contractor shall coordinate with TAI for any adjustments to the duct bank that may be required.

3. TAI shall provide for the adjustment of the manhole located within the proposed pathway at station 3+346, 17.5 right.

The Contractor shall provide pathway staking prior to TAI affecting the adjustment. The Contractor shall allow TAI 2 calendar days to complete the adjustment.

4. TAI will install a new underground 50 pair telephone cable and conduit along the west side of the Seward Highway from station 3+454 to, and crossing at, station 3+520. The Contractor shall coordinate the TAI installation to coincide with the pedestrian under crossing detour.

The Contractor shall allow TAI 3 calendar days to complete the installation.

5. TAI will relocate the existing underground 300 pair telephone cable along the west side of the Seward Highway between stations 6+880 and 7+020 (Herman Leirer Road) to accommodate driveway and drainage construction.

The Contractor shall provide right of way and slope staking, as required, prior to TAI affecting the relocation. The Contractor shall allow TAI 6 calendar days to complete the relocation.


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6. TAI shall relocate the existing aerial 300 pair crossing and electronic repeater housings at station 7+275. TAI will install new underground 300 pair and 50 pair cables along the east side of the Seward Highway between stations 6+960 and 7+275.

The Contractor shall provide right of way and slope staking prior to TAI affecting the relocation. The Contractor shall allow TAI 7 days to complete the relocation.

7. TAI shall relocate the existing 200 pair telephone cable along the west side of the Seward Highway between stations 9+214.5 and 9+338, and underground crossing at station 9+320, to allow for approach and ditch construction.

TAI will install a replacement cable along the west side of the Seward Highway, outside the proposed slope limits, and a new underground crossing at station 9+214.5.

The Contractor shall provide Right of Way and slope staking, as required, before TAI affecting the relocation. The Contractor shall allow TAI 7 calendar days to complete the relocation.

8 TAI will install underground inner duct along the east side of the Seward Highway between project stations 6+185 and 11+690. TAI shall place the inner duct below the proposed Pathway structural section between stations 6+235 (Nash Road) and 9+319.

The Contractor shall coordinate with TAI to allow for placement of the inner duct before pathway construction.

GENEAL COMMUNICATIONS, INC. (GCI)

GCI shall provide for the relocation of cable television facilities as follows:

1. GCI will install an underground conduit crossing of the Seward Highway at station 7+135. The Contractor shall allow GCI 3 calendar days to complete the crossing.

2. GCI shall relocate the existing underground coaxial cable along the west side of the Seward Highway between stations 9+275 and 9+340 to allow for approach and ditch construction. The Contractor shall allow GCI 5 calendar days to complete the relocation.


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105-1.07 COOPERATION BETWEEN CONTRACTORS. Add the following: The following projects will be under construction concurrently with this project:

Project: Seward: Area PavingOwner: State of AlaskaContractor: Alaska Road Builders (ARB)


105-1.16 FINAL ACCEPTANCE AND RECORD RETENTION. Modify the first paragraph, Item 4., after: “DOLWD” add: and State Department of Revenue. (1/01/06)M116

Special Provision

105-1.17 CLAIMS. Add the following: The Department shall commence legal actions through the Superior Court, Alaska State Courts, Third Judicial District, in Anchorage. (8/5/93)R93


105-1.18 INTERIM COMPLETION. This project will have one interim completion date in addition to the final completion date.

Interim Completion Date – September 30, 2006. First lift paving, and Interim painted pavement markings shall be complete.

Final Completion Date. The final completion date will be as shown in the Invitation for Bids.

Liquidated damages will be assessed according to subsection 108-1.07 Failure to Complete on Time, for failure to complete work under this Contract within the interim completion dates and final completion date specified.


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SECTION 106

CONTROL OF MATERIAL

Special Provisions

106-1.01 SOURCE OF SUPPLY AND QUALITY REQUIREMENTS. Add the following:

Buy America Provision. The Contractor shall comply with the requirements of 23 CFR 635.410, Buy America Requirements, and shall submit a completed Material Origin Certificate, Form 25D-60, before award of the contract.

Steel and iron products which are incorporated into the work, shall be manufactured in the United States except that minor amounts of steel and iron products of foreign manufacture may be used, provided the aggregate cost of such does not exceed one tenth of one percent (0.001) of the total contract amount, or $2500, whichever is greater. For the purposes of this paragraph, the cost is the value of the products as they are delivered to the project including freight.

“Manufactured in the United States” means that manufacturing processes starting with the initial mixing and melting through the final shaping, welding, and coating processes must be undertaken in the United States. The definition of “manufacturing process” is smelting or subsequent process that alters the material’s physical form, shape or chemical composition. These processes include rolling, extruding, machining, bending, grinding, drilling, etc. The application of coatings, such as epoxy coating, galvanizing, painting or other coating that protects or enhances the value of steel or iron materials shall also be considered a manufacturing process subject to the “Buy America Requirements.”

Buy America does not apply to raw materials (iron ore), scrap, pig iron, and processed, pelletized and reduced iron ore. It also does not apply to temporary steel items (e.g., temporary sheet piling, temporary bridges, steel scaffolding, and falsework). Further, it does not apply to materials that remain in place at the Contractor’s convenience (e.g., sheet pilings, and forms).

The North American Free Trade Agreement (NAFTA) does not apply to the Buy America requirement. There is a specific exemption within NAFTA (article 1001) for grant programs such as the Federal aid highway program.

When steel and iron products manufactured in the United States are shipped to a foreign country where non steel or iron products are installed on or in them (e.g., electronic components in a steel cabinet), the steel and iron is considered to meet the requirements of this subsection.


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The Contractor shall take whatever steps are necessary to ensure that manufacturing processes for each covered product comply with this provision. Nonconforming products shall be replaced at no expense to the State. Failure to comply may also subject the Contractor to default and/or debarment. False statements may result in criminal penalties prescribed under Title 18 US Code Section 1001 and 1020. (02/07/05)S 13


106-1.02 LOCAL MATERIAL SOURCES. 1.a. General. Within Item a. delete text and replace with:

Utilize Useable Excavation according to subsection 104-1.04 before using material sources listed in subsection 106-1.02.4. When there is insufficient useable excavation furnish additional required material form sources of the Contractor’s choice, except that the Contractor shall use a mandatory source when identified in the Contract. (1/01/06)M116

Special Provision

106-1.02 LOCAL MATERIAL SOURCES. Add the following after the first paragraph: The Contractor shall provide process control for reasonable assurance, which materials submitted for acceptance conforms to the contract specifications. Sampling and testing of materials for process control, including screening, crushing, blending, stockpiling of aggregates, production and laydown of aggregate courses or mixtures, asphalt concrete mixtures, and monitoring of compaction, is the responsibility of the Contractor. The Contractor shall make process control tests according to the applicable test methods specified in the contract.

The Contractor shall submit a process control plan at the preconstruction conference. The process control plan shall include, for each item being produced, the methods for sampling and testing, the proposed testing frequency, personnel qualifications, and equipment descriptions. Process control is subsidiary to the applicable items being processed.

The Department has the exclusive right and responsibility for determining the acceptability of the construction and incorporated materials. Acceptance testing by the Department is not to be considered as a replacement for process control testing by the Contractor. When the Contractor is not providing adequate process control testing, the Engineer may refuse to retest materials which standard acceptance testing procedures have shown to be unacceptable. (2/14/95)R201

Add the following to the end of the second paragraph: Process control test results shall be submitted to the Engineer within 48 hours.


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106-1.02 LOCAL MATERIAL SOURCES. 4. Type of Sources. Delete the first paragraph and replace with the following:

The Contractor shall utilize Useable Excavation according to subsection 104-1.04 before using material sources listed in this subsection. When there is insufficient Useable Excavation, the Contractor shall furnish additional required materials from sources of the Contractor’s choice, except that the Contractor shall use a mandatory source when identified in the Contract.

When there is insufficient Useable Excavation, the Contractor shall supply additional required material from the following sources:

4.d. Available Sources. Replace the second paragraph and replace with the following: When the Department furnishes copies of existing boring logs, test results, or other data in its possession concerning Available Sources, the Contractor is responsible for determining the accuracy and completeness of this data, for assumptions the Contractor makes based on this data, and for exploring Available Sources to the Contractor’s satisfaction.

4. e. Excluded Material Sources. Replace the paragraph with: Some material sources may not be considered acceptable regardless of location or ownership. The bid documents may identify some material sources excluded from use. The Department reserves the right to exclude a material source or a portion of a material source, at any time after the Contract award, that is determined by material testing to be unsuitable for use on the project. (1/01/06)M116


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SECTION 107

LEGAL RELATIONS AND RESPONSIBILITY TO PUBLIC

Special Provisions

107-1.02 PERMITS, LICENSES AND TAXES. Add the following: The Contractor shall obtain a written statement from the State Historic Preservation Officer stating that material disposal, extraction, stockpiling or staging, on any off project site, is not expected to impact any cultural resources. The State Historic Preservation Officer is with the Department of Natural Resources in Anchorage, and may be contacted at (907) 269-8715. If the Contractor discovers cultural resources during construction activities, stop work at that site and notify the Engineer.

The Contractor shall provide a wetland specialist able to conduct wetlands determinations and delineations according to the Corps of Engineers 1987 Wetland Delineation Manual, of any site outside the project limits or not previously permitted, impacted by the Contractor's operations. These delineations will be subject to Corps of Engineers approval.

The Contractor shall provide a copy to the Engineer, of permits or clearances received before Contractor's use of any site outside the project limits. Additionally, the Contractor shall provide the Engineer a written statement that the Contractor has obtained necessary permits or clearances. The Contractor shall also provide a written statement to the Engineer listing agencies or offices contacted that responded that required no additional action from the Contractor.

The Contractor shall obtain an Endangered and Threatened Species Clearance from the U.S. Fish and Wildlife Service for sites being used outside the project limits. (5/29/02)R7M

The Contractor shall provide the information necessary to comply with the US Environmental Protection Agency National Pollutant Discharge Elimination System (NPDES) General Permit for Alaska to discharge stormwater from the construction site. Refer to Section 641, Erosion and Pollution Control for requirements for this permit.

The Department has obtained the following permits on the Contractor’s behalf:

Department of Army Permit, 4-2002-0118, Resurrection River 29 expires 8/31/2007. Department of Fish and Game Title 16 Permits FG 02-II-0544 to 0547 expires 12/31/2006 Kenai Peninsula Borough Floodplain development Permit expires 4/21/2006 City of Seward Floodplain development Permit expires 4/21/2006 Tideland Permit ADL 228297 expires 7/14/2006 Department of Environmental Conservation, Conditional approval to Construct Class A

Public Water System Mains Department of Environmental Conservation, Conditional Approval of Wavier Requests for

Class A Public Water System Mains. City of Seward Waiver of Noise Ordinance expires 10/31/2006.107-1.08 RAILWAY-HIGHWAY PROVISIONS. Delete this subsection in its entirety and

substitute the following:

Section 1.Definition of Terms

ARRC Alaska Railroad Corporation, P.O. Box 107500, Anchorage, AK 99510-7500.

ARRC Property Lands owned or withdrawn for the use of the ARRC, including the ARRC's track right of way and communications pole line right of way.

Chief Engineer The person employed by the ARRC as head of its Engineering Department or Branch, or authorized representative.

Contractor An agent of the Permittee, including Contractors or subcontractors employed to construct, reconstruct, operate and/or maintain the Facility. The term "Contractor" shall be synonymous with the term "Permittee" when the Permittee performs the construction, reconstruction, operation and/or maintenance of the Facility with its own personnel.

Facility An improvement owned by the Permittee that is to be placed on ARRC property according to written permission executed by ARRC and Permittee.

Roadway Worker An employee of a railroad, or of a contractor to a railroad, whose duties include inspection, construction, maintenance, or repair of railroad track, bridges, roadway, signal and communication systems, electric traction systems, roadway facilities, or roadway machinery on or near track or with the potential of fouling a track.

Telecommunications Supervisor The person employed by the ARRC as head of its Telecommunications Department or Branch, or his/her authorized representative.

Permittee The Department is the governmental agency to whom the right to enter upon ARRC Property was given in the form of a written permit or contract executed by the ARRC and Permittee.

Trackwork Work on the line from the top of subgrade to the top of rail, including geotextile, when required.

Track Materials Hardware, excluding signals and controllers, associated with the running of a railroad.

SECTION 2. GENERAL REQUIREMENTS

2.1 Construction, reconstruction, operation, and maintenance on ARRC Property shall be performed in compliance with these specifications contained in 107-1.08, including revisions thereto.

2.2 Failure to comply with these specifications shall result in suspension of work on ARRC Property.

2.3 Work on or about ARRC Property shall be performed by experienced personnel in a safe and workmanlike manner in keeping with approved ARRC practices, and as specified herein. ARRC traffic and property shall be protected at all times.

2.4 The safety and continuity of the operation of the traffic of ARRC shall be of first importance and shall be protected and safeguarded. The Contractor and its subcontractors shall be required to perform and arrange their work accordingly. Whenever, in the opinion of the Chief Engineer representatives, the work or its performance may affect or involve the safety of ARRC's facilities and/or operation of its railroad, the method of doing such work shall first be submitted by the Contractor to the Chief Engineer for approval, without which it shall not be begin or prosecuted. The approval of the Chief Engineer, when given, shall not be considered as a release from responsibility or liability for damage that ARRC may suffer, or for which it may be liable, because of the acts or omissions of the Contractor, its subcontractors or employees.

2.5 Whenever, in the opinion of the Chief Engineer, the construction may cause a hazard to the safe operation of ARRC, ARRC may, in its discretion, place at the site of the work the required number of qualified employees to protect its operations. The providing of such employees and such other precautions as may be taken shall not relieve the Contractor and its subcontractors from liability for the payment of damages caused by operations. ARRC shall be the sole judge of the necessity for, and as to the number and classification of employees required. The Contractor shall reimburse ARRC for the cost and expense incurred in providing such employees.

SECTION 3. SAFETY REQUIREMENTS

3.1 The safety of personnel, property, rail operations, and the public is of paramount importance in the prosecution of any work on ARRC Property. The Contractor shall comply with Federal, State and local governmental regulations (e.g. OSHA, NESC, etc.) applicable to the construction, installation, or maintenance of any Facility. As reinforcement and in furtherance of overall safety measures to be observed by Contractor (and not by way of limitation), the special safety rules set forth in this SECTION 3 shall be followed while

working on ARRC Property. Further railroad safety information may be obtained from the ARRC Safety Office at 907-265-2440. Safety information is also available on the ARRC website at www.akrr.com.

3.2. ARRC flag protection is required before activity can occur on or near a railroad operating facility such as a track, yard, bridge or shop building. For subsidiary work, such as surveying or inspection, an ARRC furnished flagman will provide a safety briefing before beginning work. For activity involving a disturbance or potential disturbance to the track, track embankment, or railroad facility, ARRC may require the Contractor to submit a specific Railroad Safety Plan before startup. Projects that involve activities that cross the tracks or are longitudinal to the tracks will require a specific Railroad Safety Plan and a one hour ARRC provided training course for Contractor’s project supervisors before beginning work on ARRC Property. Specific information on Railroad Safety Plans may be obtained from the ARRC Safety Office at 907-265-2440.

3.3 The Contractor shall arrange for ARRC flag protection when performing work within 6 meters of track. Work within 6 meters of the track shall cease when a train passes and Contractor employees shall maintain a distance of at least 6 meters from the track until the train has safely passed. [See 107-1.08-SECTION 6.3 for definition of when train is “passing” the work site.] In addition, work that could come within 6 meters of the track will cease when a train passes. For example, crane or pile driving activities shall stop when trains pass when the maximum boom and suspended load radius can come within 6 meters of the tracks. Pile driving shall not be done when trains are passing the work site. Vehicles and other construction equipment shall not be operated or parked closer than 6 meters from the track without ARRC flag protection.

3.4 In the event Contractor will be performing construction or other activities on or within 6 meters of a railroad track, the Permittee/Contractor shall be responsible for compliance with applicable Federal Railroad Administration’s Roadway Worker Protection (“RWP”) regulations (49 CFR 214, Subpart C) if its employees qualify as “Roadway Workers”. Under 49 CFR 214, Subpart C, railroad contractors are responsible for the training of their employees on these regulations. RWP related Work shall be conducted in strict compliance with the RWP safety standards set forth in 49 CFR 214, Subpart C and the Contractor will be required to submit a Railroad Safety Plan to ARRC to demonstrate compliance with said safety standards before beginning RWP related Work.

3.5 In the event Contractor will be performing construction or other activities on a railroad bridge, the provisions of 49 CFR 214 regarding bridge worker safety shall apply. Bridge related work shall be conducted in strict compliance with the bridge worker safety standards set forth in 49 CFR 214 and the Contractor will be required to submit a Railroad Safety Plan to ARRC to demonstrate compliance with said safety standards before beginning bridge related work.

SECTION 4. INSURANCE REQUIREMENTS

4.1 The Contractor shall procure, maintain, while performing work on ARRC Property, and be covered by the types of insurance with the minimum limits as specified in 107-1.08-SECTION 4.4.

4.2 Each policy specified in 107-1.08-SECTION 4.4 shall be: (1) endorsed to include ARRC as an additional named insured with respect to the performance of the work; (2) endorsed whereby the insurance company will notify ARRC of any material change, cancellation, non-renewal or expiration of the insurance policy in writing not less than thirty (30) days before the effective date; (3) endorsed with a waiver of subrogation rights in favor of ARRC; and (4) endorsed with the Alaska Suit Endorsement.

Before beginning work on ARRC Property, the Contractor shall deliver to ARRC certificate(s) of insurance showing evidence of the insurance required in 107-1.08-SECTION 4.3.

4.3 Alaska Railroad Corporation Minimum Insurance Requirements.

a. Commercial General Liability insurance with limits not less than $5,000,000/$10,000,000 Combined Single Limit for Bodily Injury and Property Damage, including coverage for Premises and Operations Liability, Products and Completed Operations Liability, Contractual Liability, and Broad Form Property Damage Liability. Coverage shall not contain exclusions of Explosion, Collapse, Underground, or Rail Operations.

b. Automobile Liability insurance on owned, nonowned, hired and rented vehicles with limits of liability of not less than $1,000,000 Combined Single Limit for Bodily Injury and Property Damage per each accident or loss.

c. Worker's Compensation insurance according to the statutory coverage required by the State of Alaska and, where applicable, insurance in compliance with other statutory obligations, whether State or Federal, pertaining to the compensation of injured employees assigned to the Work, including but not limited to Voluntary Compensation, Federal Longshoremen and Harbor Workers Act, and the Federal Employers Liability Act.

d. If a part of the work to be performed on ARRC Property is located within 30 meters of a railroad track, then the Contractor shall also obtain Railroad Protective Liability insurance (Alaska Railroad Corporation as named insured) with limits of liability of not less than $5,000,000/$10,000,000 Combined Single Limit for Bodily Injury and Property Damage per each accident or loss.

SECTION 5. NOTICE

A preconstruction meeting shall be held with ARRC's Chief Engineer and representatives of the Department, the Contractor and subcontractors before beginning work on ARRC Property by the Contractor or its subcontractors. Contact Robert Hahn at 907-265-2587 to schedule meeting. At Department’s request, ARRC representatives will attend a designated time within the Department’s project preconstruction meeting in order to afford Contractor and Department a convenient method of satisfying the foregoing requirement.

The Contractor shall give written notice to the Chief Engineer not less than 10 days in advance of beginning of construction, reconstruction or major maintenance activity on ARRC Property, in order that the necessary arrangements may be made for the protection of ARRC's operations. This notice shall include a description of the proposed work on ARRC Property, schedule of work, and the names of any Departments, Contractor's and subcontractor who may be working on ARRC Property.

SECTION 6. FLAG PROTECTION AND PROTECTION OF ARRC TRAFFIC

6.1 Whenever ARRC flag protection is required, it will be provided by ARRC at Permittee/Contractor's expense. ARRC flag protection is to ensure the safe movement of trains and other rail traffic and shall be done according to the ARRC rules on flagging. A minimum of 72 hours prior notice is required for ARRC to provide flag protection. Contact Crystal Wilson at 907-265-2490.

6.2 ARRC will, during the progress of the work, utilize as many qualified flag people as in the opinion of the ARRC may be required for the adequate protection of ARRC traffic. Expense for providing such flagpersons shall be paid by the Contractor to ARRC.

6.3 The Contractor shall arrange with ARRC to keep itself informed on the time of arrival of trains and shall stop Contractor's operations which might be or cause a hazard to the safe passage of the train past the site of the work from 10 minutes before the expected arrival of the train until the last car of the train has safely passed, unless otherwise determined by the Railroad flag person on site, if any.

6.4 Track outages will only be approved in exceptional cases for limited durations. See 107-1.08-SECTION 7.2.c for details.

SECTION 7. TRAIN DELAYS; ANTICIPATED WORK WINDOWS DURING CONSTRUCTION

7.1 Work on ARRC Property shall be conducted in a manner as to prevent delays to trains or other rail traffic operated by ARRC. The ARRC will provide a weekly forecast of train traffic and the ARRC flag persons will provide daily updates of anticipated train traffic. Under no circumstances, however, will the ARRC be liable in any way for delays to the Contractor’s work created by any changes or deviations from anticipated train schedules.

a. ARRC Track Maintenance Work Window: Railroad section and summer work crews may need access into the work area to perform routine track maintenance work and scheduled summer major track replacement work. The routine track work is performed as necessary for the safe passage of trains. Railroad on track equipment also travels through the project as needed. Railroad traffic has full and absolute priority over Contractor work except as may be otherwise authorized in writing by ARRC under 107-1.08-SECTION 7.1.c below.

b. Train Traffic: The track through the project is very active. The approximate number of trains in a 24 hour period is given below as a planning tool for Contractor and cannot be relied upon to assume times are available for track outage. Contractor must obtain prior approval of any period of track outage from ARRC under 107-1.08 SECTION 7.1.c below.

Summer Season - (May 6 to September 24) Approximate Daily Trains: 4 scheduled Passenger Trains; ARRC also charters passenger trains, which may run on any day; Up to 4 Freight Trains, 2 Coal Trains and up to 2 Work Trains per day.

Shoulder - (April 1 to May 5 and September 25 to October 28) Approximate Daily Trains: Up to 2 scheduled Passenger Trains; ARRC also charters passenger trains, which may run on any day; Up to 4 Freight Trains, 2 Work Trains and 2 Coal Trains. Off Season - Approximate Daily Trains: Up to 2 scheduled Passenger Trains; ARRC also charters passenger trains, which may run on any day; Up to 4 Freight Trains, 2 Coal Trains and 2 Work or Snow Service Trains.

c. Tracks out of Service (Track Outages): The work shall be planned to minimize track service outages. Before a proposed track outage, the Contractor shall submit a closure plan to ARRC. The plan will describe the work to be accomplished, the equipment, manpower and other resources required, and the work schedule, specifying dates and times. Once approved by ARRC, the Contractor shall follow the plan without any variation whatsoever unless a modification is approved by the Chief Engineer. ARRC reserves the right to assume control of the work to reestablish rail service if the schedule is not met. The Contractor shall bear costs and damages that may result from failure to meet the closure schedule, in addition to the train delay charges provided for in the contract. Track outages are not anticipated for this project.

7.2 Should the Contractor's or its subcontractor's actions or activities cause delays to trains or other rail or water traffic, the agreed amount of liquidated damages shall be at the following rates and shall be collected from the Contractor by ARRC.

Passenger trains each: $50 per minute of delay, 60 minute minimum charge.

Other rail traffic: $50 per minute for each delay over five minutes, 30minute minimum charge.

Rail barges, or other No charge for delays of one hour or less; $1,000 per hour connecting carrier vessels: for each hour or any part of an hour thereafter with a

minimum charge of $6,000.

7.3 Delay time will be taken from the train sheet in ARRC’s Dispatcher's Office, Anchorage (907-265-2421) for delays and train sheet shall be the official document by which the length of time a train is delayed will be determined. If another crew is needed to relieve the original crew, the charge shall also apply to the second crew. If such delay causes a water carrier to miss a sailing, the liquidated damage computation of time covering the period of time to the next possible sailing time shall be in addition to the length of time determined by said train sheet.

SECTION 8. PROTECTION OF ARRC COMMUNICATION LINES

8.1 Work on ARRC Property shall be conducted in a manner as to protect ARRC's communication facilities from outages resulting directly or indirectly from the Contractor's or its subcontractor's operations.

8.2 Should the Contractor or its subcontractor's operations cause outages to communications facilities, the agreed amount of liquidated damages shall be at the following rates and shall be collected from the Contractor:

Open wire communication circuits: $1.00 per minute per circuit

8.3 A minimum charge of $250.00 will be made for each outage plus the total repair costs. The outage time shall be that as established by ARRC's Test Board, Anchorage.

8.4 There shall be no equipment operated or excavation made within 4.6 meters of ARRC

communication pole guy, anchor, or other communications apparatus unless authorized in advance by the Telecommunications Supervisor.

Communication cable: $1.00 per minute per cable

Locates will be obtained for all utilities within ARRC lands. The record of the locates will be maintained on site. The ARRC will stop work on its lands if the Contractor cannot estab-lish that utility locates have been obtained.

SECTION 9. ROAD CROSSINGS

9.1 Whenever automatic railroad crossing signals are in the work area, these signals must remain in operating condition. If, because of the Contractor's or subcontractor's activities the signals become inoperable, the crossing shall be continuously flag protected until the signals are again operable. See 107-1.08-SECTION 6 for flagging specifications.

9.2 When regular railroad crossings are used as haul routes inside or outside the work area, flag persons shall be provided by the Contractor for crossings at the discretion of the ARRC.

9.3 Temporary road crossings may be installed provided the Contractor has acquired from ARRC a temporary road crossing permit for said crossing. If a requested crossing is not shown on the project plans as approved by ARRC, then it will be at ARRC’s sole discretion whether to allow the crossing.

9.4 The temporary road crossing shall be constructed to the length and the standards specified in the temporary road crossing permit. Protective signs required by ARRC shall be provided and properly maintained by the Contractor. The temporary road crossing shall be installed under ARRC flag protection according to 107-1.08-SECTION 6 of these specifications.

9.5 The flange ways of road crossings used by the Contractor or its subcontractor as haul routes or temporary road crossings shall be kept clean and free of gravel and shall otherwise be maintained to the satisfaction of the Chief Engineer.

9.6 When a temporary road crossing is in use, ARRC flag protection shall be provided. See 107-1.08-SECTION 6 for specifications.

9.7 When a temporary or private road crossing is not in use, the Contractor shall provide suitable barricades (gates with padlocks, posts driven into the ground, etc.) to prevent vehicular access to the crossing.

9.8 When not in use during the winter season, the temporary road crossing shall be removed. Upon completion of the work or termination of the crossing permit, the temporary crossing shall be removed and the area restored to its original condition.

9.9 The Contractor agrees that others using the private road crossing, except ARRC and its employees, shall be considered agents of the Contractor.

9.10 Sight Triangles at road crossings shall be maintained by Contractor free of vegetation and other obstructions to vision according to the table entitled "Sight Triangle Distance" attached and as otherwise established and revised from time to time by ARRC.

9.11 Temporary public road crossings must be included in a traffic control plan submitted by the Contractor to the Department for review and approval before constructing the crossing.

SECTION 10. POWER AND COMMUNICATION LINES

10.1 Power and communication lines shall be designed and constructed according to the current edition of the National Electric Safety Code (NESC).

10.2 Underground power and communication lines shall be installed according to 107-1.08-SECTION 11 of these specifications. Whenever an underground power or communication line crosses underneath a track, a casing pipe shall be installed for carrying such lines.

10.3 The minimum clearance above the top of rail of ARRC track shall be according to the handbook referenced in 107-1.08-SECTION 11.1, plus 0.15 meter to allow for future grade raises.

10.4 The minimum clearance above ARRC communication lines shall be according to the handbook referenced in 107-1.08-SECTION 11.1.

10.5 Additional lines may not be added, or the characteristics of the line(s) changed without the prior written approval of ARRC's Chief Engineer.

10.6 Wires shall be strung across ARRC tracks only when ARRC flag protection is according to 107-1.08-SECTION 6 of these specifications.

10.7 No wires shall be strung across ARRC's communications lines without first receiving prior written approval from ARRC's Telecommunication Supervisor, and such work must be accomplished only at a time and in a manner prescribed by said Telecommunication Supervisor.

SECTION 11. UNDERGROUND UTILITIES

11.1 Underground utilities, including culverts, pipelines, and underground power and communication lines, on ARRC Property shall conform to the current American Railway Engineering Association (AREA) / American Railroad Engineering and Maintenance of way Association (AREMA) Specifications.

11.2 Unless the Chief Engineer authorizes another method in advance and in writing, underground utilities shall be installed under tracks and roads by boring, jacking or tunneling.

11.3 Boring, jacking or tunneling shall be done under ARRC tracks only when ARRC flag protection is provided according to 107-1.08-SECTION 6 of these specifications.

11.4 The proposed plan for boring, jacking or tunneling shall be approved by the Chief Engineer before beginning the operation.

11.5 Boring, jacking or tunneling headings shall be continuously protected against loss of ground material by shoring and/or cribbing as necessary.

SECTION 12. OPEN TRENCHING

12.1 Only when authorized in advance and in writing by ARRC shall a portion of the track be removed to allow trenching for installation of the Facility.

12.2 If allowed to open trench, the track may be removed from service only at the time authorized by the Chief Engineer and shall be restored to service within the time period specified by the Chief Engineer. Should the track not be restored to service within the time period specified, the agreed amount of liquidated damages shall be at the rate specified in the written authorization allowing the open trenching or the liquidated damages according to 107-1.08-SECTION 7 of these specifications, whichever is greater, and shall be collected from the Permittee/Contractor.

12.3 Track work shall be accomplished by qualified track persons.

12.4 Only that portion of the track structure necessary to excavate, stockpile and install the Facility shall be removed. Track material removed shall be handled, stockpiled and relayed in a manner to avoid damage. Material that is damaged shall be replaced by the Contractor at the Contractor’s expense.

12.5 The backfill of the trench under the track and in the road bed prism shall be of the same type of material as taken out, except the top 0.6 meters shall be clean pit run gravel. Backfilling and compaction shall be in 0.3 meter lifts with a compaction of 95% of maximum density in the area affecting the road bed prism.

12.6 The ballast used in replacing the track shall be equal in depth and quality as that which was removed. The track shall be relayed and brought to original grade according to standard ARRC practices. The track shall be resurfaced as often as necessary for a period of 12 months after completion of construction to remove settlement that may have occurred.

SECTION 13. EXCAVATIONS

13.1 Unless authorized in advance and in writing by ARRC, the top of any excavation shall not be within 6 meters of the centerline of a track, nor shall any excavation exceed 3.5 meters in depth regardless of its proximity to track.

13.2 No water shall be allowed to stand in open excavations in the track area.

13.3 Bridging and shoring shall be adequate to safely carry ARRC traffic and the decision of the Chief Engineer pertaining to same shall be final.

13.4 Open excavations shall be continuously protected by flags, flares, barricades or watchpersons, as directed by ARRC.

13.5 No excavation shall be left open more than three days, unless authorized by the Chief Engineer.

13.6 ARRC embankments and cut slopes shall not be disturbed to accommodate the construction and shall be left in a stabilized condition.

13.7 ARRC ditches, culverts and roadways shall be kept clean and free of rock, gravel, construction debris and equipment at all times.

SECTION 14. ARRC INSPECTIONS

ARRC may furnish an inspector during the periods of construction on ARRC Property. The ARRC inspector will inspect the removal and replacement of tracks, excavation, backfill, necessary bridging for tracks, shoring, flagging, lighting, and clearances when necessary. The ARRC inspector will work directly with the representative’s of the Department and Contractor at the decision of the ARRC inspector in matters pertaining to ARRC operations and safety shall be final. In the event more than one shift is worked, an ARRC inspector will be required for each shift. Presence or absence of an ARRC inspector shall not relieve the Contractor of liability for damage done to property of ARRC, or the property of ARRC lessees or permittees having installations on ARRC Property. ARRC cost and expense for furnishing said inspector(s) shall be collected from the Department.

SECTION 15. USE OF EXPLOSIVES

15.1 The use of explosives shall be done in compliance with applicable Federal, State and local laws and ordinances regarding same.

15.2 No blasting will be permitted unless the Contractor thoroughly safeguards the movement of trains and other rail traffic and personnel in the area where such blasting is being conducted. Before blasting, ARRC flag protection according to 107-1.08-SECTION 6 of these specifications shall be provided on each side of the blast area by the Contractor.

This flag protection shall not be removed until the track is inspected for damage from the blast.

SECTION 16. SNOW REMOVAL

16.1 Snow removal operations shall be conducted to not place snow (1) upon the tracks of ARRC; (2) where it interferes with the normal operation of the automatic crossing signals; or (3) where it impairs the visibility of either highway or rail traffic at the crossing.

16.2 Snow removal operations shall be conducted according to 107-1.08-SECTION 3 of these specifications.

SECTION 17. CLEANUP

17.1 Work and activities on ARRC Property shall be accomplished to keep the ARRC Property in a neat, orderly and safe condition satisfactory to ARRC.

17.2 Upon completion of Contractor’s work, equipment and unused materials shall be removed and the ARRC Property shall be left in a neat and clean condition satisfactory to ARRC.

17.3 Should the Contractor or its subcontractor fail to comply with 107-1.08-SECTIONS 17.1 and 17.2 above, ARRC may perform the required clean-up. ARRC costs and expenses for performing this work shall be collected from the Contractor. (09/28/04)R268


107-1.11 PROTECTION AND RESTORATION OF PROPERTY AND LANDSCAPE. Within Items 3.d. replace: “100 feet” with: 30 meters. (1/01/06)M116

Special Provisions

107-1.11 PROTECTION AND RESTORATION OF PROPERTY AND LANDSCAPE.

Add the following: If the Contractor requires water for any construction purpose from a nonmunicipal water source, the Contractor shall obtain a Temporary Water Use Permit from the Water Resource Manager, and provide a copy to the Engineer. The Water Resource Manager is with the Department of Natural Resources in Anchorage and may be contacted at (907) 269-8624. (5/29/02)R7M

Add the following subsection: 107-1.21 FEDERAL AFFIRMATIVE ACTION. The Federal Equal Employment Opportunity, Disadvantaged Business Enterprise, and On the Job Training affirmative action

program requirements that are applicable to this Contract are contained in the project Special Provisions and Contract Forms, and may include:

Disadvantaged Business Enterprise (DBE) Program Section 120Training Program Section 645Federal EEO Bid Conditions Form 25A301EEO-1 Certification Form 25A304DBE Subcontractable Items Form 25A324ADOT&PF Training Program Request Form 25A310Training Utilization Report Form 25A311Contact Report Form 25A321ADBE Utilization Report Form 25A325CSummary of Good Faith Effort Documentation Form 25A332ARequired Contract Provisions, Federal Aid Contracts Form 25D-55

In addition to the sanctions provided in the above references, noncompliance with these requirements is grounds for withholding of progress payments.

In addition to the reports required in the above references, the Contractor shall submit a copy of Form CC-257 to the Department by the 15th of each month of the current construction season, reflecting the composition of the previous month’s workforce. This information must also be made available, upon request, to the US Department of Labor, Office of Federal Contract Compliance Programs.

(8/13/98)S80

SECTION 108

PROSECUTION AND PROGRESS

Special Provision

108-1.03 PROSECUTION IN PROGRESS. Add the following under item no. 1: A Critical Path Method (CPM) Schedule is required, in a format acceptable to the Engineer, showing the order in which the work will be carried out and the contemplated dates on which the Contractor and subcontractors will start and finish each of the salient features of the work, including any scheduled periods of shutdown. Indicate any anticipated periods of multiple-shift work in the CPM Schedule. If revisions to the proposed CPM Schedule are required, make them promptly. Promptly submit a revised CPM Schedule if there are substantial changes to the Contractor’s schedule, or upon request of the Engineer. R250M98(4/22/99)

108-1.07 FAILURE TO COMPLETE ON TIME. Delete the first paragraph and substitute the following: For each calendar day that the work is not substantially complete after the expiration of the contract time or the interim completion date as set forth in subsection 105-1.18 Interim Completion, the liquidated damages per day given in the table below shall be deducted from monies due the Contractor. For the purposes of computing liquidated damages calendar days will be counted between November 1 and April 30 as well as between May 1 and October 31.

Delete Table 108-1. Add the following:

TABLE 108-1DAILY CHARGE FOR LIQUIDATED DAMAGES

FOR EACH CALENDAR DAY OF DELAYCompletion Date Daily ChargeInterim Completion Date $1,000Contract Completion $3,000

SECTION 109

MEASUREMENT AND PAYMENT

Special Provisions

109-1.02 MEASUREMENT OF QUANTITIES. Under subtitle Electronic Computerized Weighing System item (1) add the following to the end of the first sentence: “, CD, or a USB device.”

109-1.05 COMPENSATION FOR EXTRA WORK. Under item 3a, Equipment, first paragraph, add the following to the second paragraph: The rental rate area adjustment factors for this project shall be as specified on the adjustment maps for the Alaska - South Region. (2/24/05)R14

Standard Modifications

109-1.08 FINAL PAYMENT. Add the following sentence to the first paragraph: The Department will not process the final estimate until the Contractor completes Items 1 through 4 in the first paragraph of subsection 105-1.16. (1/01/06)M116

Add the following section:SECTION 120

DISADVANTAGED BUSINESS ENTERPRISE (DBE) PROGRAM

120-1.01 DESCRIPTION. The work consists of providing Disadvantaged Business Enterprises (DBEs), as defined in Title 49, CFR (Code of Federal Regulations), Part 26, with the opportunity to participate on an equitable basis with other contractors in the performance of contracts financed in whole, or in part, with federal funds. The Contractor or subcontractor shall not discriminate based on race, color, national origin, or sex in the performance of this contract. The Contractor shall carry out applicable requirements of 49 CFR Part 26 in the award and administration of USDOT assisted contracts.

120-1.02 INTERPRETATION. It is the intent of this section to implement the requirements of 49 CFR, Part 26, and the Department's federally approved DBE Program.

120-1.03 ESSENTIAL CONTRACT PROVISION. Failure to comply with the provisions of this section will be considered a material breach of contract, which may result in the termination of this contract or such other remedy as the Department deems appropriate. The Department also considers failure to comply with this section to be so serious as to justify debarment action as provided in AS 36.30.640(4).

120-1.04 DEFINITIONS AND TERMS. The following definitions will apply.

1. Broker. A DBE certified by the Department that arranges for the delivery or provision of creditable materials, supplies, equipment, transportation/hauling, insurance, bonding, etc., within its certified category, that is necessary for the completion of the project. A broker of materials certified in a supply category must be responsible for scheduling the delivery of materials and fully responsible for ensuring that the materials meet specifications before credit will be given.

2. Commercially Useful Function (CUF). The execution of the work of the Contract by a DBE carrying out its responsibilities by actually performing, managing, and supervising the work involved using its own employees and equipment. The DBE shall be responsible, with respect to materials and supplies used on the Contract, for negotiating price, determining quality and quantity, ordering the material, and installing (where applicable) and paying for the material itself. To determine whether a DBE is performing a commercially useful function, an evaluation of the amount of work subcontracted, industry practices, whether the amount the firm is to be paid under the Contract is commensurate with the work it is actually performing and the DBE credit

claimed for its performance of the work. Other relevant factors will be considered. The Engineer makes the determination of CUF after evaluating the way in which the work was performed during the execution of the Contract.

3. Disadvantaged Business Enterprise (DBE). An enterprise that is a for-profit small business concern

a. that is at least 51 percent owned by one or more individuals who are both socially and economically disadvantaged or, in the case of a corporation, in which 51 percent of the stock is owned by one or more such individuals;

b. whose management and daily business operations are controlled by one or more of the socially and economically disadvantaged individuals who own it; and

c. has been certified by the Department in accordance with 49 CFR, Part 26.

4. DBE Key Employee. Permanent employees identified by the DBE owner in its certification file in the Department Civil Rights Office.

5. DBE Utilization Goal. The percent of work to be performed by certified DBEs that is established by the Department and specified in the Contract.

6. Good Faith Efforts. Efforts by the bidder or Contractor to achieve a DBE goal or other requirement of 49 CFR Part 26, by their scope, intensity, and appropriateness to the objective, that can reasonably be expected to fulfill the program requirement.

7. Manufacturer. A DBE certified by the Department in a supply category that changes the shape, form, or composition of original material in some way and then provides that altered material to the project and to the general public or the construction industry at large on a regular basis.

8. Notification. For purposes of soliciting DBE participation on a project and to count toward a contractor’s Good Faith Efforts, notification shall be by letter or fax transmission, with a return receipt requested or successful transmission report. Telephonic contact with a DBE may be allowed, however it shall be based on the ability of Civil Rights staff to independently verify this contact.

9. Regular Dealer. A DBE certified by the Department in a supply category that

a. maintains an in-house inventory on a regular basis of the particular product provided to this project; and

b. keeps an inventory in an amount appropriate for the type of work using that product; and

c. offers that inventory for sale to the general public or construction industry at large (private and public sectors), not just supplied as needed on a project by project basis during the construction season, except where the product requires special or heavy equipment for delivery and the DBE possesses and operates this equipment on a regular basis throughout the construction season in order to deliver the product to the general public or construction industry at large. If the distribution equipment is rented or leased, it must be on a repetitive, seasonal basis; and may additionally

d. fabricate (assembles large components) for use on a construction project, consistent with standard industry practice, for delivery to the project.

120-2.01 UTILIZATION GOAL. The DBE Utilization Goal for this contract is shown on Form 25A324 (DBE Subcontractable Items) as a percentage of the total basic bid amount. A DBE may be considered creditable towards meeting the DBE Utilization Goal at time of Contract award, if the DBE is certified by the Department in a category covering the CUF to be performed at the time of listing on Form 25A325C (DBE Utilization Report).

A bidder shall demonstrate the ability to meet the DBE Utilization Goal or perform and document all of the required Good Faith Efforts under Subsection 120-3.02 in order to be eligible for award of this Contract.

If the quantity of work of a bid item involving a DBE firm is reduced by the Department, the DBE Utilization Goal on Form 25A325C will be reduced proportionately.

120-3.01 DETERMINATION OF COMPLIANCE

1. Phase I - Bid. Each bidder must register with the Civil Rights Office annually in accordance with §§26.11 & 26.53(b)(2)(iv) of 49 CFR, Part 26. No contract may be awarded to a bidder that is not registered.

2. Phase II - Award. The apparent low bidder will provide the following within 15 days of receipt of notice of intent to award:

a. Written DBE Commitment. Written commitments from DBEs to be used on the project. The written commitment shall contain the following information:

1) A description of the work that each DBE will perform;

2) The dollar amount of participation by the DBE firm;

3) Written documentation of the bidder/offeror’s commitment to use a DBE subcontractor whose participation it submits to meet a contract goal; and

4) Written confirmation from the DBE that it is participating in the contract as provided in the prime Contractor’s commitment.

b. DBE Utilization Report. Form 25A325C listing the certified DBEs to be used to meet the DBE Utilization Goal.

c. Good Faith Effort Documentation. Summary of Good Faith Effort Documentation (Form 25A332A and attachments) and DBE Contact Reports (Form 25A321A) if the Contractor submits less DBE utilization on Form 25A325C than is required to meet the DBE Utilization Goal. If accepted by the Department, this lower DBE utilization becomes the new DBE Utilization Goal. If the bidder cannot demonstrate the ability to meet the DBE Utilization Goal, and cannot document the minimum required Good Faith Efforts (as outlined in subsection 120-3.02 below), the Contracting Officer will determine the bidder to be not responsible.

3. Phase III - Construction.

a. Designation of DBE/EEO Officer. At the preconstruction conference, the Contractor shall submit, in writing, the designation of a DBE/EEO officer.

b. DBE Creditable Work. The CUF work items and creditable dollar amounts shown for a DBE on the DBE Utilization Report (Form 25A325C) shall be included in any subcontract, purchase order or service agreement with that DBE.

c. DBE Replacement. If the Engineer approves a DBE replacement, the Contractor shall replace the DBE with another DBE for the same work in order to fulfill its commitment under the DBE Utilization Goal. In the event that the Contractor cannot obtain replacement DBE participation, the Engineer may adjust the DBE Utilization Goal if, in the opinion of the Engineer and the Civil Rights Office, both of the following criteria have been met:

1) The Contractor has not committed any discriminatory practice in its exercise of good business judgement to replace a DBE.

2) If the Contractor is unable to find replacement DBE participation and has adequately performed and documented the Good Faith Effort expended in accordance with Subsection 120-3.02.

d. DBE Utilization Goal. The DBE Utilization Goal will be adjusted to reflect only that amount of the DBE's work that cannot be replaced.

120-3.02 GOOD FAITH EFFORT

1. Good Faith Effort Criteria. The Contracting Officer will use the following criteria to judge if the bidder, who has not met the DBE Utilization Goal, has demonstrated sufficient Good Faith Effort to be eligible for award of the contract.

Failure by the bidder to perform and document all of the following actions constitutes insufficient Good Faith Effort.

a. Consideration of all subcontractable items. The bidder shall, at a minimum, seek DBE participation for each of the subcontractable items upon which the DBE goal was established as identified by the Department (on Form 25A324) prior to bid opening. It is the bidder’s responsibility to make the work listed on the subcontractable items list available to DBE firms, to facilitate DBE participation.

b. If the bidder cannot achieve the DBE Utilization Goal using the list of available DBE firms based on the subcontractable items list, then the bidder may consider other items that could be subcontracted to DBEs.

c. Notification to all active DBEs listed for a given region in the Department's most current DBE Directory at least 7 calendar days prior to bid opening. The bidder must give the DBEs no less than five days to respond. The bidder may reject DBE quotes received after the deadline. Such a deadline for bid submission by DBEs will be consistently applied. DBEs certified to perform work items identified on Form 25A324 must be contacted to solicit their interest in participating in the execution of work with the Contractor. Each contact with a DBE firm will be logged on a Contact Report (Form 25A321A).

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d. The bidder may reject non-competitive DBE quotes. Allegations of non-competitive DBE quotes must be documented and verifiable. A DBE quote that is more than 10.0% higher than the accepted non-DBE quote will be deemed non-competitive, provided the DBE and non-DBE subcontractor quotes are for the exact same work or service. Bidders must have a non-DBE subcontractor quote for comparison purposes. Such evidence shall be provided in support of the bidder’s allegation. Where the bidder rejects a DBE quote as being non-competitive under this condition, the work must be performed by the non-DBE subcontractor and payments received by the non-DBE subcontractor during the execution of the Contract shall be consistent with the non-DBE's accepted quote. This does not preclude increases because of Change documents issued by the Department.

e. Provision of assistance to DBEs who need help in obtaining information about bonding or insurance required by the bidder.

f. Provision of assistance to DBEs who need help in obtaining information about securing equipment, supplies, materials, or related assistance or services.

g. Providing prospective DBEs with adequate information about the requirements of the Contract regarding the specific item of work or service sought from the DBE.

h. Follow-up of initial notifications by contacting DBEs to determine whether or not they will be bidding. Failure to submit a bid by the project bid opening or deadline by the bidder is de facto evidence of the DBE’s lack of interest in bidding. Documentation of follow-up contacts shall be logged on the Contact Report (Form 25A321A).

i. Items c through h will be utilized to evaluate any request from the Contractor for a reduction in the DBE Utilization Goal due to the default or decertification of a DBE and the Contractor's subsequent inability to obtain additional DBE participation.

2. Administrative Reconsideration. Under the provisions of 49 CFR. Part 26.53(d), if it is determined that the apparent successful bidder has failed to meet the requirements of this subsection, the bidder must indicate whether they would like an opportunity for administrative reconsideration. The bidder must exercise such an opportunity within 3 calendar days of notification it has failed to meet the requirements of this subsection. As part of this reconsideration, the bidder must provide written documentation or argument concerning the issue of whether it met the goal or made adequate good faith efforts to do so.

a. The DBE Liaison Officer will make the decision on reconsideration.

b. The bidder will have the opportunity to meet in person with the DBE Liaison Officer to discuss the issue of whether it met the goal or made adequate good faith

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efforts to do so. If a meeting is desired, the bidder must be ready, willing and able to meet with the DBE Liaison Officer within 4 days of notification that it has failed to meet the requirements of this subsection.

c. The DBE Liaison Officer will render a written decision on reconsideration and provide notification to the bidder. The written decision will explain the basis for finding that the bidder did or did not meet the goal or make adequate good faith efforts to do so.

d. The result of the reconsideration process is not administratively appealable to US DOT.

120-3.03 COMMERCIALLY USEFUL FUNCTION (CUF).

1. Creditable Work. Measurement of attainment of the DBE Utilization Goal will be based upon the actual amount of money received by the DBEs for creditable CUF work on this project as determined by the Engineer in accordance with this Section. CUF is limited to that of a:a. regular dealer; b. manufacturer;c. broker; d. subcontractor; e. joint-venture; orf. prime contractor.

2. Determination of Commercially Useful Function. In order for the CUF work of the DBE to be credited toward the goal, the Contractor will ensure that all of the following requirements are met:

a. The CUF performed by a DBE certified in a supply category will be evaluated by the Engineer to determine whether the DBE performed as either a broker, regular dealer, or manufacturer of the product provided to this project.

b. A DBE trucking firm certified and performing work in a transportation/hauling category is restricted to credit for work performed with its own trucks and personnel certified with the CRO prior to submitting a bid to a contractor for DBE trucking. The DBE trucking firm must demonstrate that it owns all trucks (proof of title and/or registration) to be credited for work and that all operators are employed by the DBE trucking firm. A DBE trucking firm that does not certify its trucks and personnel that it employs on a job will be considered a broker of trucking services and limited to credit for a broker. (This does not effect the CUF of that same firm, when performance includes the hauling of materials for that work.)

c. The DBE is certified in the appropriate category at the time of

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1) the Engineer's approval of the DBE subcontract, consistent with the written DBE commitment; and

2) the issuance of a purchase order or service agreement by the Contractor to a DBE performing as either a manufacturer, regular dealer, or broker (with a copy to the Engineer).

d. The Contractor will receive credit for the CUF performed by DBEs as provided in this Section. Contractors are encouraged to contact the Engineer in advance of the execution of the DBE's work or provision of goods or services regarding CUF and potential DBE credit.

e. The DBE may perform work in categories for which it is not certified, but only work performed in the DBE's certified category meeting the CUF criteria may be credited toward the DBE Utilization Goal.

f. The work of the DBE firm must meet the following criteria when determining when CUF is being performed by the DBE:

1) The work performed will be necessary and useful work required for the execution of the Contract.

2) The scope of work will be distinct and identifiable with specific contract items of work, bonding, or insurance requirements.

3) The work will be performed, controlled, managed, and supervised by employees normally employed by and under the control of the certified DBE. The work will be performed with the DBE’s own equipment. Either the DBE owner or DBE key employee will be at the work site and responsible for the work.

4) The manner in which the work is sublet or performed will conform to standard, statewide industry practice within Alaska, as determined by the Department. The work or provision of goods or services will have a market outside of the DBE program (must also be performed by non-DBE firms within the Alaskan construction industry). Otherwise, the work or service will be deemed an unnecessary step in the contracting or purchasing process and no DBE credit will be allowed.

There will be no DBE credit for lower-tier non-DBE subcontract work.

5) The cost of the goods and services will be reasonable and competitive with the cost of the goods and services outside the DBE program

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within Alaska. Materials or supplies needed as a regular course of the Contractor's operations such as fuel, maintenance, office facilities, portable bathrooms, etc. are not creditable.

The cost of materials actually incorporated into the project by a DBE subcontractor is creditable toward the DBE goal only if the DBE is responsible for ordering and scheduling the delivery of creditable materials and fully responsible for ensuring that the materials meet specifications.

6) Unless the Engineer’s approval is given before subletting, use the same unit of measure as contained in the Bid Schedule for subcontract work, with the exception of truck hauling.

7) The DBE will control all business administration, accounting, billing, and payment transactions. The prime contractor will not perform the business, accounting, billing, and similar functions of the DBE. The Engineer may, in accordance with AS 36.30.420(b), inspect the offices of the DBE and audit the records of the DBE to assure compliance.

g. On a monthly basis, the Contractor shall report on Form 25A336 (Monthly Summary of DBE Participation) to the Department Civil Rights Office the payments made (canceled checks or bank statements that identify payor, payee, and amount of transfer) for the qualifying work, goods and services provided by DBEs.

3. Decertification of a DBE. Should a DBE performing a CUF become decertified during the term of the subcontract, purchase order, or service agreement for reasons beyond the control of and without the fault or negligence of the Contractor, the work remaining under the subcontract, purchase order, or service agreement may be credited toward the DBE Utilization Goal.

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Should the DBE be decertified between the time of Contract award and the time of the Engineer's subcontract approval or issuance of a purchase order or service agreement, the work of the decertified firm will not be credited toward the DBE Utilization Goal. The Contractor must still meet the DBE Utilization Goal by either

a. withdrawing the subcontract, purchase order or service agreement from the decertified DBE and expending Good Faith Effort (Subsection 120-3.02, Items c through h) to replace it with one from a currently certified DBE for that same work or service through subcontractor substitution (Subsection 103-1.01); or

b. continuing with the subcontract, purchase order or service agreement with the decertified firm and expending Good Faith Effort to find other work not already subcontracted out to DBEs in an amount to meet the DBE Utilization Goal through either

1) increasing the participation of other DBEs on the project;2) documenting Good Faith Efforts (Subsection 120-3.02, items c through h); or3) by a combination of the above.

4. DBE Rebuttal of a Finding of no CUF. Consistent with the provisions of 49 CFR, Part 26.55(c)(4)&(5), before the Engineer makes a final finding that no CUF has been performed by a DBE firm the Engineer will coordinate notification of the presumptive finding through the Civil Rights Office to the Contractor, who will notify the DBE firm.

The Engineer, in cooperation with the Civil Rights Office, may determine that the firm is performing a CUF if the rebuttal information convincingly demonstrates the type of work involved and normal industry practices establishes a CUF was performed by the DBE. Under no circumstances shall the Contractor take any action against the DBE firm until the Engineer has made a final determination. The Engineer’s decisions on CUF matters are not administratively appealable to US DOT.

120-3.04 DEFAULT OF DBE. In the event that a DBE firm under contract or to whom a purchase order or similar agreement has been issued defaults on their work for whatever reason, the Contractor shall immediately notify the Engineer of the default and the circumstances surrounding the default.

The Contractor shall take immediate steps, without any order or direction from the Engineer, to retain the services of other DBEs to perform the defaulted work. In the event that the Contractor cannot obtain replacement DBE participation, the Engineer may adjust the DBE Utilization Goal if, in the opinion of the Engineer, the following criteria have been met:

1. The Contractor was not at fault or negligent in the default and that the circumstances

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surrounding the default were beyond the control of the Contractor; and

2. The Contractor is unable to find replacement DBE participation at the same level of DBE commitment and has adequately performed and documented the Good Faith Effort expended in accordance with items c through h of Subsection 120-3.02 for the defaulted work; or

3. It is too late in the project to provide any real subcontracting opportunities remaining for DBEs.

The DBE Utilization Goal will be adjusted to reflect only that amount of the defaulted DBE's work that cannot be replaced.

120-4.01 METHOD OF MEASUREMENT. The Contractor will be entitled to count toward the DBE Utilization Goal those monies actually paid to certified DBEs for CUF work performed by the DBE as determined by the Engineer. The Contractor will receive credit for the utilization of the DBEs, as follows:

1. Credit for the CUF of a DBE prime contractor is 100% of the monies actually paid to the DBE under the contract for creditable work and materials in accordance with 49 CFR 26.55.

2. Credit for the CUF of a subcontractor is 100% of the monies actually paid to the DBE under the subcontract for creditable work and materials. This shall include DBE trucking firms certified as a subcontractor and not a broker. Trucks leased from another DBE firm shall also qualify for credit and conforms to the provisions of 49 CFR 26.55(d).

3. Credit for the CUF of a manufacturer is 100% of the monies paid to the DBE for the creditable materials manufactured.

4. Credit for the CUF of a regular dealer of a creditable material, product, or supply is 60% of its value. The value will be the actual cost paid to the DBE but will not exceed the bid price for the item.

5. Credit for the CUF of a broker performed by a DBE certified in a supply category for providing a creditable material, product or supply is limited to a reasonable brokerage fee. The brokerage fee will not exceed 5% of the cost of the procurement contract for the creditable item.

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6. Credit for the CUF of a broker performed by a DBE certified in the transportation/hauling category for arranging for the delivery of a creditable material, product or supply is limited to a reasonable brokerage fee. The brokerage fee will not exceed 5% of the cost of the hauling subcontract.

7. Credit for the CUF of a broker performed by a DBE certified in a bonding or insurance category for arranging for the provision of insurance or bonding is limited to a reasonable brokerage fee. The brokerage fee will not exceed 5% of the premium cost.

8. Credit for the CUF of a joint venture (JV) (either as the prime contractor or as a subcontractor) may not exceed the percent of the DBE's participation in the joint venture agreement, as certified for this project by the Department. The DBE joint venture partner will be responsible for performing all of the work as delineated in the certified JV agreement.

120-5.01 BASIS OF PAYMENT. Work under this item is subsidiary to other contract items and no payment will be made for meeting or exceeding the DBE Utilization Goal.

If the Contractor fails to utilize the DBEs listed on Form 25A325C as scheduled or fails to submit required documentation to verify proof of payment or documentation requested by the Department to help in the determination of CUF, the Department will consider this to be unsatisfactory work. If the Contractor fails to utilize Good Faith Efforts to replace a DBE, regardless of fault (except for subsection 120-3.04 item 3), the Department will also consider this unsatisfactory work.

Unsatisfactory work may result in disqualification of the Contractor from future bidding under Subsection 102-1.13 and withholding of progress payments consistent with subsection 109-1.06. (11/17/00)S 33

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SECTION 201

CLEARING AND GRUBBINGSpecial Provision

201-3.01 GENERAL. Add the following: Clearing shall not be performed between May 1 and July 15 to avoid impacts to nesting migratory birds.

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SECTION 202

REMOVAL OF STRUCTURES AND OBSTRUCTIONS

Special Provisions

202-3.01 GENERAL. Add the following: The construction of mail box installations shall use new posts and mailboxes. Mailboxes shall be United States Postal Service approved, either traditional or contemporary design, having a minimum length of 530 mm, minimum width of 200 mm and minimum height of 270 mm. The Contractor shall remove existing posts and foundations. Backfill remaining holes to the level of surrounding ground. (4/18/00)R74M

The Contractor shall return existing mailboxes to the mailbox owner.

202-3.05 REMOVAL OF PAVEMENT, SIDEWALKS, CURBS. Add the following: Removal of sidewalk and curb and gutter at each water service connection shall not begin until the location of the existing water service has been confirmed in the field by the Contractor.

Remove and stockpile existing asphalt pavement and base course for reuse as Pay Item 301 (1) Aggregate Base course, Pay Item 306(1) Asphalt Treated Base, ***deleted***.

For disposal of waste asphalt pavement, the Contractor shall obtain a solid waste disposal permit from the Department of Environmental Conservation (DEC) or use a site previously approved by DEC for disposal of removed asphalt. A DEC permitting officer in Anchorage may be contacted at 269-7590. (2/2/00)R84M

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SECTION 203

EXCAVATION AND EMBANKMENT

Special Provisions

203-2.05 BORROW. Add the following: Borrow, Type A, B, or C when required, shall meet the requirements of subsection 703-2.07, Selected Material, Type A, B, or C, respectively.

203-3.01 GENERAL. Add the following to the sixth paragraph: Before obliterating the existing roadway, the Contractor shall remove the existing pavement and dispose according to subsection 202-3.05, Removal of Pavement, Sidewalks, Curbs, Etc.(2/2/00)R17798

203-3.02 EMBANKMENT CONSTRUCTION. On page 88, delete the first sentence of the second paragraph, and substitute the following: Roadway embankments shall be placed in horizontal layers not exceeding 200 mm in thickness measured before compaction. Each layer of classified material shall have its joint offset from the joint below, longitudinally by 300 mm and transversely by 3 m.

Add the following: Where the plans call for placement of selected material and excavation, the existing material may be left in place if tests determine that it will meet the appropriate selected material requirements. A reduction in excavation or Borrow quantities as a result of this condition shall not constitute a basis for adjustment in contract unit prices except as provided for in Section 104 Scope of Work. (2/9/00)R23M

203-3.03 CONSTRUCTION OF EMBANKMENTS WITH MOISTURE AND DENSITY CONTROL. Delete this subsection in its entirety and substitute the following: Construct embankments with moisture and density control from specified materials placed and compacted at approximately their optimum moisture content. Dry or moisten material as required.

Compact embankment material to not less than 95% of the maximum dry density as determined by WAPTC FOP for AASHTO T99/T180 or ATM 212. The Engineer will determine in place field densities using WAQTC FOP AASHTO T310 and WAQTC FOP for AASHTO T224.

Add the following: Embankments within 6 meters of a bridge abutment shall be compacted to full width to not less than 100 percent of the maximum density. Material used within this zone must pass the 75 millimeter sieve. (2/1/00)R113M

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Add the following subsections:

203-3.05 EXCAVATION OF CONTAMINATED MATERIALS: This work shall consist of testing suspected contaminated soils and segregating the contaminated soils encountered while excavating for water system improvements. It shall also include collecting samples of contaminated soils.

1. Determining Limits of Contaminated Soil. The exact limits of potential contaminated soils within the Project area are unknown. The limits of contaminated soils will be determined by testing during the excavation for the water system. Soils will be field screened with a portable photoionization detector (PID) or flame ionization detector (FID), or other approved ADEC instrument, to determine contamination. In areas where excavation may be expected to encounter groundwater, excavation activities shall be limited to periods of tides low enough so that groundwater will reside below the level of the excavation.

2. Contaminated Soils Testing. Soils from areas identified during construction as having potential diesel range organic (DRO) contamination will be field screened. If a PID or FID response indicates the presence of contamination, the soils will be designated as contaminated. Once an area has been identified as having contaminated soils, a minimum of one soil sample shall be tested from each 7.6 cubic meters of excavated soil. When possible, field tested samples shall be collected directly from the excavation or from unexposed soil within the bucket of the excavation equipment.

3. Contaminated Soils Segregation. Excavated soils with less than 230 mg/kg of DRO contamination will be stockpiled alongside the trench for reuse as backfill. Excavated soil with greater than 230 mg/kg of DRO contamination shall be segregated from the other excavated soil alongside the trench and, immediately after installation of the utility, it shall be replaced in the trench as backfill at the same elevation and location from which it was excavated. Excess contaminated soils shall be disposed of according to ADEC regulations at the Contractor’s expense.

4. Contaminated Soils Sampling. Samples shall be collected from excavated soil with greater than 230 mg/kg of DRO contamination. One sample shall be collected for every 30.5 M of trench excavated through areas of contaminated soil. For other areas of contaminated soil, one sample shall be collected for every 76.2 square meters. Sampling protocol shall be according to ADEC Underground Storage Tank Procedures Manual (December 1, 1999). Provide the location (project station, offset, elevation) and date for each sample.

5. Worker Health and Safety. Before excavation of soils identified as contaminated, the Contractor shall assure that personnel working in the area of contaminated soils have received the State of Alaska, Department of Labor, Health and Safety Training. The Contractor shall provide the Engineer a list of personnel and subcontractors that will be working within the area identified as being potentially contaminated. The Contractor

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shall notify personnel and subcontractors before beginning work at the site the area has been identified as being potentially contaminated with petroleum fuel.

6. Hazardous Waste Professional. The Contractor shall obtain the services of a hazardous waste professional specialized in hazardous materials testing to conduct field testing of soils and to collect samples as described above. The Contractor shall submit the name of the hazardous waste professional to the Engineer at the preconstruction conference. The hazardous waste professional shall be available at all times while soil excavation is in progress to conduct the required field tests. The hazardous waste professional shall sample and test according to standard ADEC approved testing procedures and as described above. The hazardous waste professional shall be responsible for ensuring that soils exhibiting a PID or FID response indicating the presence of contamination are identified to the Engineer.

7. Reporting Requirements. Before the Project Completion Date, the hazardous waste professional shall prepare and submit to the Engineer an after action report detailing field test results and field observations of the contaminated soils segregation. Provide the location (project station, offset, elevation) and date for each field test.

203-3.07 FLOOD MITIGATION. Excavate, grade, shape, and dispose of material as shown in the flood mitigation details in the Plans.

203-4.01 METHOD OF MEASUREMENT. Add the following: Item 203(50) Excavation and Testing Contaminated Soils will be measured on a time and material basis according to subsection 109-1.05, Compensation For Extra Work. (05/16/97)R149

Item 203(41) Flood Mitigation. Will not be measured for payment.

203-5.01 BASIS OF PAYMENT. Add the following: Payment for Item 203(50) Excavation and Testing Contaminated Soils shall include compensation for testing, sampling, and segregation of contaminated soils, for worker health and safety training, and for providing hazardous waste professional. The Contractor will be paid on a time and materials basis for authorized Work according to subsection 109-1.05, Compensation for Extra Work.

Backfilling will be paid for as defined under the items causing the excavation. (05/16/97)R149

Grading and placement of material used within 6 meters of bridge abutments will be subsidiary to Item 203(6A) Borrow, Type A. (2/1/00)R113M

Item 203(9B). At the Contract unit price for the number of driveways obliterated and approved by the Engineer. Payment shall be full compensation for materials, labor, and incidentals required to obliterate the driveways, identified in the Plans.

Add the following pay items:

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Pay Item No. Pay Item Pay Unit

203(9B) Obliteration of Driveway Each

203(41) Flood Mitigation Lump Sum

203(50) Excavation and Testing of Contaminated Soils Contingent Sum

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SECTION 204

STRUCTURE EXCAVATION FOR CONDUITS AND MINOR STRUCTURES

Special Provisions

204-1.01 DESCRIPTION. Add the following: The work under this section shall include trench dewatering. The Contractor shall be responsible for securing necessary permits and approval to complete the requirements of trench dewatering.

204-3.01 CONSTRUCTION REQUIREMENTS. Add the following: The Contractor’s dewatering operation shall be conducted according to local, state, and federal regulations regarding disposal of dewatering effluent from the construction site. Violations, and therefore penalties and fines resulting from such violations, regarding disposal of dewatering effluent shall be the responsibility of the Contractor. It shall be the sole responsibility of the Contractor to control the rate and effect of the dewatering in such a manner as to avoid objectionable settlement and subsidence. Dewatering operations shall be adequate to assure the integrity of the finished project and shall be the responsibility of the Contractor. The Contractor will be required to utilize either well points or wells for dewatering operations for construction of portions of the water system.

Submit a detailed plan and operation schedule for dewatering of trench excavations for review by the Engineer 10 days before any work. Acceptance of the Contractor’s dewatering plan by the Engineer shall not relieve the Contractor of the responsibility for the exercise of reasonable precaution, sound engineering judgment, prudent construction practices, overloading or misuse of existing or new structures, the adequacy and safety of such work, and potential damage or undermining of existing or completed work. The Contractor may be required to demonstrate the system proposed and to verify that adequate equipment, personnel and materials are provided to dewater the excavations at all locations and times.

Where critical structures or facilities exist immediately adjacent to areas of proposed dewatering, reference points shall be established and observed at frequent intervals to detect settlement that may develop. The responsibility for conducting the dewatering operation in a manner that will protect adjacent structures and facilities rests solely with the Contractor. The cost of repairing damage to adjacent structures and restoration of facilities shall be the responsibility of the Contractor.

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Dewatering, adequate to control water according to the dewatering plan, may include the use of well points or wells, temporary pipelines for water disposal, rock or gravel placement, and other approved means. Standby pumping equipment shall be maintained on the jobsite.

The Contractor shall provide equipment necessary for dewatering, and shall have on hand, at all times, sufficient pumping equipment and machinery in good working condition and shall have available, at all times, competent workmen for the operation of the pumping equipment. Adequate standby equipment shall be kept available at all times to ensure efficient dewatering and maintenance of dewatering operations during power failures.

Dewatering for structures and pipelines shall begin when groundwater is first encountered, and shall be continuous until such times as water can be allowed to rise according to the provisions of this Section or other requirements specified herein.

At all times, site grading shall promote drainage. Surface runoff shall be diverted from excavations. Water entering the excavation from surface runoff shall be collected in shallow ditches around the perimeter of the excavation, drained to sumps and pumped or drained by gravity from the excavation to maintain a bottom free from standing water.

Dewatering shall at all times be conducted in such a manner as to preserve the undisturbed bearing capacity of the subgrade soils at the proposed bottom of excavation.

If foundation soils are disturbed or loosened by the upward seepage of water or an uncontrolled flow of water, the affected areas shall be excavated and replaced with drain rock at no additional cost to the Department.

The Contractor shall maintain the water level below the bottom of excavation in work areas where groundwater occurs during excavation, construction, backfilling, and up to final acceptance.

Flotation shall be prevented by the Contractor by maintaining a positive and continuous removal of water. The Contractor shall be fully responsible and liable for damages that may result from failure to adequately keep excavations dewatered.

The well points or wells shall be adequately spaced to provide the necessary dewatering. Pumping of fine sands or silts from the subsurface shall be prevented by sandpacking the well points or wells, or by other means as necessary. A continual check by the Contractor shall be maintained to ensure that the subsurface soil is not being removed by the dewatering operation.

The Contractor shall dispose of water from the trench section in a suitable manner

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without damage to adjacent property. The Contractor shall be responsible for obtaining permits that may be necessary to dispose of water.

Water shall be filtered using an approved method to remove sand and fine sized soil particles before disposal into drainage systems.

The release of groundwater to its static level shall be performed in such a manner as to maintain the undisturbed state of the natural foundation soils, prevent disturbance of compacted backfill, and prevent flotation or movement of structures, pipelines, and sewers.

No dewatering is anticipated for construction of the City of Seward Water System from Station 1+014 to Station 2+560 or from Station 3+977 to Station 4+130. From Station 2+560 to Station 3+404 portions of the proposed water system are located near the Seward Lagoon and it is anticipated that dewatering will be required. No data is available that represents the depth of the water table near the Seward Lagoon.

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SECTION 301

AGGREGATE BASE COURSE

Special Provisions

301-2.01 MATERIALS. Replace this subsection with the following: The gradation of base course material shall conform to the requirements of Grading D-1, from Table 703-2. The aggregate will be accepted for gradation based on random samples taken from the roadway after placing but before compaction.

At the Contractor’s option, recycled asphalt material (RAM) may be substituted for crushed aggregate base course, millimeter for millimeter, if the following conditions are met:

1. RAM shall be crushed or processed to 100% by weight passing the 37.5 millimeter sieve and 95 to 100% by weight passing the 25 millimeter sieve.

2. The gradation of the extracted aggregate shall meet the following:

SIEVE PERCENT PASSING BY WEIGHT25 mm 10019 mm 70-1009.5 mm 42-904.75 mm 28-781.18 mm 11-54300 m 5-34150 m 3-2275 m 2-12

3. The asphalt content shall be 2.5-5.0% by weight of the RAM. (2/28/01)R176M98

301-3.01 PLACING. Add the following: Base course material used for the sidewalk and pathway foundation shall be placed with a "Layton box" or similar equipment capable of providing a specified depth with a uniform surface. (9/1/89)R26

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301-3.03 SHAPING AND COMPACTING. After the first paragraph, add the following paragraph: Use the following density acceptance procedure where processed asphalt materials are used.

Density acceptance will be based on a roller pattern and a density standard developed on a control test strip according to ATM 412. A vibratory compactor with a minimum dynamic force of 178,000 Newtons shall make successive passes, with each measured by a nuclear densometer, until optimum density is achieved. Adequate water shall be added for compaction.

Compact shouldering material against the pavement as directed and approved by the Engineer.

Areas with less than 100 mm of Aggregate Base Course shall be compacted to the satisfaction of the Engineer. Field densities will not be performed in these areas.

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SECTION 306

ASPHALT TREATED BASE COURSE

Special Provisions

306-2.01 MATERIALS. Delete items 1 and 2 and replace with the following.

1. Aggregate. Conform to subsection 703-2.04.

2. Asphalt. The total residual asphalt cement may be a combination of PG 52-28 and the asphalt binder in the existing asphalt or only PG 52-28. Documentation and conformance is only required for PG 52-28. The Engineer may conditionally accept asphalt cement at the source. Provide a manufacture’s certificate of compliance, according to subsection 106-1.05, and test results of applicable quality requirements of Section 702 before shipping the material.

Add the following:

4. Recycled Asphalt Pavement (RAP). Process existing pavement removed under subsection 202-3.05 so material passes the 37.5 mm sieve. Stockpile the material separately from the crushed aggregates for pavement aggregates. Perform one gradation and one asphalt content test for every 1000 megagrams of RAP or a minimum of 10 sets of tests which ever is greater.

CONSTRUCTION REQUIREMENTS

306-3.01 COMPOSITION OF MIXES. Replace this subsection with the following: If recycled materials are used, submit process control data of the RAP and of the asphalt concrete aggregates supporting proposed job mix design gradations.

At least 15 calendar days before the production, submit the following to the Engineer:

1. A letter stating the location, size, and type of mixing plant, the proposed gradation for the Job Mix Design, gradations for individual stockpiles with supporting process control information, and the blend ratio of each aggregate stockpile and RAP. The proposed ***deleted*** gradation of the virgin aggregate must meet the requirements of Table 703-3, Type II. Submit gradation and asphalt content process control data of RAP for the Job Mix Design.

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2. Provide representative samples of each of the aggregates in the blend. Sample sizes: 45 kilograms of each intermediate and/or coarse aggregate, 90 kilograms of fine aggregate, 10 kilograms of blend sand, and 90 kilograms of RAP.

3. A minimum of three 4 liter samples of asphalt cement proposed for use in the mixture, including the name of the product, the manufacturer, test results as required in Section 702, manufacturer’s certificate of compliance according to Section 106, and a temperature viscosity curve for the asphalt cement.

4. A 0.25 liter sample of the anti strip additive proposed, including the name of product, manufacturer, and manufacturer’s data sheet, and current Materials Safety Data Sheet (MSDS).

From this information, the Engineer will establish the Job Mix Design using ATM T-417, which will become a part of the Contract. The Job Mix Design shall meet the requirements of Type II, Class B in Table 401-1, Asphalt Concrete Mix Design Requirements, except Voids in Mineral Aggregate (VMA) and Dust/Asphalt ratio specifications do not apply. RAP may be used in the mixture. The design minimum residual asphalt content (RAP residual plus PG 52-28) is 5 percent by weight of total mix and with 1/4 percent antistrip by weight of PG 52-28. The Job Mix Design will specify the design aggregate gradation, gradation of virgin aggregate blend, percent of residual asphalt cement, percentage of RAP, and mixing and compaction temperature ranges.

Submit changes in the Job Mix design warranted by changes in the source of asphalt cement, the source of aggregates, aggregate quality, aggregate gradations, or blend ratios, in the same manner as the original submittal. A new Job Mix Design will only apply to asphalt concrete mixture produced after submitting the new aggregate gradation.

Approved Job Mix Designs will have the full tolerances shown in Table 401-2 applied and will not be limited to the broad band listed in Table 703-3.

306-3.02 WEATHER LIMITATIONS. Delete the requirements of this subsection and substitute the following: Apply the requirements of subsection 401-3.01.

306-3.03 STOCKPILING. Delete this subsection in its entirety.

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306-3.04 EQUIPMENT. Add the following: Apply the requirements of subsection 401-3.02 to equipment.

Add the following to item 1.:

1. If recycled materials are used, the asphalt plant shall combine RAP with asphalt concrete aggregates to produce a hot recycled asphalt treated base mixture.

Delete subsections 306-3.05 and 306-3.06 and substitute the requirements of subsections 401-3.08 and 401-3.09.

Delete subsections 306-3.08 and 306-3.09 and substitute the requirements of subsections 401-3.12 and 401-3.13.

Apply the requirements of subsections 401-3.07, 401-3.10, and 401-3.11.


306-3.12 PATCHING DEFECTIVE AREAS. Remove ATB that becomes contaminated with foreign material, is segregated, or is determined to be defective. Do not skin patch. Remove defective materials for the full thickness of the course. Cut the pavement so that edges are vertical, the sides are parallel to the direction of traffic and the ends are skewed between 15-25 degrees. Coat edges with a tack coat conforming to Section 402 and allow to cure. Place and compact fresh ATB to grade and smoothness requirements. (02/05/03)R226M98


306-4.01 METHOD OF MEASUREMENT. In the second paragraph, change “Asphalt material” to “Asphalt cement”. (06/25/99)M72

Special Provisions

306-4.01 METHOD OF MEASUREMENT. Change the third paragraph to read:

Antistrip additive. Will not be measured for payment, the cost of the antistrip additive will be subsidiary to Item 306(2).

306-4.02 ACCEPTANCE SAMPLING AND TESTING. ***deleted*** The Department has the exclusive right and responsibility for determining the acceptability of materials incorporated into the project. The Engineer will perform acceptance sampling and testing. The Engineer will make the results of the acceptance testing available to the Contractor within seven working days from the date of sampling. Sample the blended virgin aggregate at the cold feed. The Contractor

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may select the sample location of mix to determine the asphalt content.

Within 24 hours of final rolling, cut one 150 mm diameter core, full depth, from the finished mat to determine density according to WAQTC FOP for AASHTO T166/T275. Neatly cut the sample using a core drill at the randomly selected location marked by the Engineer. Use a core extractor to prevent damage to the core. Do not cut a sample over a bridge deck.

Apply Tolerances shown in Table 401-2 to test results to determine compliance with mix design.

The Engineer will test for density, gradation, and asphalt content as specified in subsection 401-4.02; however, the price adjustments of Section 401 will not apply. (02/05/03)R226M98


306-5.01 BASIS OF PAYMENT. In the Pay Item table, change “Asphalt Material” to “Asphalt Cement”. (06/25/99)M72

Special Provisions

306-5.01 BASIS OF PAYMENT. Add the following: Antistrip shall not be paid separately but shall be subsidiary to and included in the Item 306 (2) Asphalt Treated Base PG 52-28. If the Mix Design requires more than 5% asphalt cement, only the quantity in excess of 5% shall be paid for at the Contract unit price for Item 306 (2) Asphalt Cement, PG 52-28.

Patching defective areas shall be subsidiary to Item 306(1). (02/05/03)R226M98

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Special Provision

Add the following Section:

SECTION 318

FOAMED ASPHALT STABILIZED BASE COURSE

318-1.01 DESCRIPTION. The work consists of constructing a mixed in place foamed asphalt stabilized base course. Create foamed asphalt treated base course by simultaneously injecting and thoroughly mixing metered amounts of ***deleted*** asphalt, Portland cement ***deleted***, and water into pulverized asphalt and base course material. Spread, shape, and compact the mixed material according to these specifications and conforming to the dimensions shown on the Plans.

Provide an experienced foamed asphalt technician on site to supervise the foamed asphalt process and to supervise the related process control testing.

***deleted***

At the Preconstruction Meeting, provide information on the equipment proposed for use, the name and resume of the foamed asphalt technician, and the location of the demonstration.

MATERIALS

318-2.01 COMPOSITION OF MIXTURE – JOB MIX DESIGN. Before foamed asphalt stabilized base course production, laboratory tests of materials submitted by the Contractor shall be made to determine the quantity of asphalt cement and Portland cement required in the mix. At least 15 days before the production of foamed asphalt stabilized base course, the Contractor shall furnish the following:

1. 225 kg representative sample of in place aggregate2. 100 kg representative sample of in place asphalt concrete pavement3. 37 liters of asphalt cement4. One sack of Portland cement

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The Engineer will determine the Job Mix Design using procedures contained in the Wirtgen Manual Foamed Bitumen Mix Design Procedure, using the Wirtgen WLB 10 to generate foamed asphalt. The Job Mix Design will provide the following:

1. The percent by weight of foamed asphalt cement to be added to the mix.2. The optimum percent by weight of water to be added to the asphalt cement for the foaming

process.3. The minimum Foamed Asphalt Expansion Characteristics required.4. The temperature of asphalt cement at the time of injection.5. The percent by weight of Portland cement to be added to the mix.6. The gradation of the in-place aggregate.7. The optimum compaction moisture content8. Design dry indirect splitting tensile strength9. The maximum dry density

318-2.02 ASPHALT CEMENT. Conform to subsection 702-2.01 Asphalt Cement PG 52-28. Each batch of asphalt cement shall be tested to conform to specifications before shipping. Storage tanks used for the batch shall be noted on the test report.

Provide the following shipping documents:1. Manufacturer’s certification of compliance.2. Conformance test results of the batch3. Manufacturer shall also document:

a) date and time of loadingb) batch number and storage tank

c) type, grade, and quantity of materials loaded

The vendor's certified test report for the asphalt cement can be used for acceptance or tested independently by the Engineer.

Excess asphalt cement shall remain the property of the Contractor. Removal of excess asphalt cement from the project area shall be incidental to the contract and no separate payment will be made.

318-2.03 PORTLAND CEMENT. Conform to subsection 701-2.01, Type I or II meeting low alkali requirements.

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318-2.04 WATER. Water shall be clean and free from sewage, oil, acid, strong alkalies, or vegetable matter. Water of questionable quality shall be tested according to the requirements of AASHTO T 26.

318-2.05 CONTRACTOR’S FOAMED ASPHALT TECHNICIAN. The Contractor shall provide an onsite technician to supervise the foamed asphalt process and the related process control of the product on the test strip and for 10 days of production. This technician shall have successfully supervised at least 5 successful projects using foamed asphalt cement with similar base material and equipment. The technician must also be qualified to develop a foamed asphalt stabilized base course mix design and supervise the process control.

Provide a submittal that includes the following information: 1. Resume of Technician2. Successful projects; provide owners contact, address, and telephone number; location of

projects3. Description of foamed asphalt cement equipment used on the project.

318-2.06 CONTRACTOR PROCESS CONTROL AND CONTRACTOR ACCEPTANCE SAMPLING AND TESTING. The quantity of foam asphalt stabilized base produced will be divided into lots and the lots evaluated individually.

A lot will normally be 24,000 square meters. The lot will be divided into sublots of 4,000 square meters. The Contractor shall randomly sample and test for density and Indirect Tensile Strength for each sublot. The Engineer will validate this test data for each lot through independent random testing before accepting it.

The Contractor shall provide the following:

1. Daily production records for each sublot, including the quantity of asphalt cement, Portland cement, and in place compaction moisture content.

2. Measure and report expansion ratio and half life of foamed asphalt cement for every 4 hours of production.

3. Monitor and report in place field density of the foamed asphalt stabilized base for each sublot.

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4. Provide a laboratory, ***deleted*** test equipment, and a qualified technician for ITS and density testing on the jobsite. Sample and perform indirect Tensile Strength testing for each sublot according to the Wirtgen Foamed bitumen mix design procedure manual, using calibrated equipment and qualified technician. Make a minimum of 3 specimens to average for each sublot Indirect Tensile Strength test.

5. Report process control and acceptance sampling and testing data to the Engineer within 24 hours.

318-2.07 PREPROCESS MEETING. A minimum of 5 days before initiating operations, hold a meeting on the jobsite where the Contractor’s technician outlines a processing plan. This plan must address the sequence of operations, equipment to be used, and process control. Outline steps to assure product consistency, conformity to strength requirements, and proposed quality control testing frequency.

CONSTRUCTION METHODS

318-3.01 WEATHER LIMITATIONS. Foamed asphalt stabilized base course shall not be mixed while the air or surface temperature is below 4C or when conditions indicate that the temperature may fall below 4C within 24 hours, or when the aggregate is above the optimum compaction moisture content, or when the aggregate or subgrade is frozen. Follow the recommendations made by the Contractor’s technical representative ***deleted*** as approved by the Engineer regarding the acceptability of the weather conditions for foaming operation.

318-3.02 ***deleted*** CONTROL SECTION. Before full production, the Contractor shall use the equipment specified for the foamed asphalt stabilized base course operation and construct a ***deleted*** control section at a location approved by the Engineer. Process material in the test section two passes wide, 45 meters long and to the depth shown on the Plans, and develop a density standard according to ATM 412. The Contractor’s technical representative shall supervise ***deleted*** this process.

318-3.03 RECLAIMER / ASPHALT FOAMER. The reclaimer have the following features and capabilities:

1. A minimum power capability of 445 kW.2. The capability to pulverize to the size specified, mix and recycle material to the depth

shown on the plans.3. Ability to increase the effective volume of the mixing chamber in relation to depth of cut.4. Two microprocessor controlled systems, complete with two independent pumping systems

and spray bars, to regulate the application of foamed asphalt cement, separate from water that is used to increase the moisture content of the mixed material. Both systems shall perform in relation to the forward speed of the reclaimer and the mass of the material

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being processed.5. Two spray bars, one for foamed asphalt cement and one for compaction moisture, shall

each be fitted with self cleaning nozzles at a maximum spacing of one nozzle for each 150 mm width of the mixing chamber. Provide a way to monitor the flow rate at each nozzle to verify that all nozzles are producing foamed asphalt at the same rate.

6. The foamed asphalt cement shall be produced at the spray bar in individual expansion chambers into which hot asphalt cement, water, and air are injected under pressure through individual and small orifices that promote atomization. The rate of addition of water into the hot asphalt cement shall be kept at a constant percentage by mass of asphalt cement by the same microprocessor.

7. A system within the operator cabin to verify the foamed asphalt cement is being evenly distributed across the full width of the spray bar at the rate specified. The system shall be demonstrated to the Engineer to verify even spraying.

8. An inspection or test nozzle shall be fitted at one end of the spray bar that produces a representative sample of foamed asphalt cement.

9. An electrical heating system capable of maintaining the temperature of asphalt cement flow components above 150 degrees C.

10. A single asphalt cement feed pipe installed between the recycler and the supply tanker. Do not use circulating systems that incorporate a return pipe to the supply tanker.

11. The ability to print out asphalt cement quantities used during production.12. The teeth on the mandrel mixing head form a Chevron pattern

The reclaimer model proposed for use shall have successfully been used by the Contractor/subcontractor on other projects. Provide a submittal of the reclaimer specifications at the Preconstruction conference.

318-3.04 PORTLAND CEMENT DISTRIBUTOR. Use a cement distributor designed to spread a uniform coverage of Portland cement at a specified rate. The spread rate shall be integrated with the speed of travel to maintain a uniform coverage. 318-3.05 ROLLER. Provide the following types of rollers as required:

1. Self-propelled vibratory pad foot roller having a minimum dynamic force of 27,000 kg for initial compaction;

2. Pneumatic tired roller having a minimum operating weight of 23,000 kg for secondary compaction and finishing.

3. Vibratory steel drum roller for final compaction and finishing.

318-3.06 GRADER. Grader must have calibrated automatic cross slope blade controls.

318-3.07 PREPARATION. The area to be stabilized with foamed asphalt cement may require pulverization, removal of material, grading, and shaping to conform to the grades and typical

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cross section shown on the Plans before being stabilized with foamed asphalt. If additional material is required to attain the levels shown in the Plans, then aggregate shall be provided and paid for under a separate bid item. Soft or yielding spots shall be removed and replaced with acceptable aggregate before being stabilized.

318-3.08 PULVERIZATION. Pulverize existing pavement and base materials so that at the completion of moist-mixing, 100% passes a 50 mm sieve. Multiple passes may be required before applying Portland cement and injecting foamed asphalt to size the insitu material and to adjust the moisture content.

318-3.09 FOAMED ASPHALT CEMENT AND PORTLAND CEMENT APPLICATION, MIXING, AND SPREADING. Mix insitu material with foamed asphalt cement, Portland cement, and water in place with a reclaimer.

Measure the moisture content of insitu material before processing and adjust if necessary. The percentage of moisture in the aggregate, at the time of Portland cement application, shall not exceed the quantity that will permit a uniform mixture during mixing operations, and it shall not exceed the specified optimum moisture content for the foamed asphalt stabilized base course mixture.

Spread the required quantity of Portland cement uniformly on the surface to be stabilized. Pulverize to the depth required while simultaneously injecting foamed asphalt cement and compaction water. Mixing shall continue until the foamed asphalt cement, Portland cement and compaction water has been sufficiently blended with the existing material.

318-3.10 COMPACTION. Immediately upon completion of the mixing operations, the mixture shall be thoroughly compacted with the initial compaction done with the vibratory pad foot roller. The intermediate compaction shall be done with the pneumatic tired roller and the finish compaction shall be done with the vibratory steel drum roller.

The field dry density of the compacted mixture shall not be less than 98 percent of the ***deleted*** standard developed on the control strip according to ATM 412. The in place field density shall be determined by direct transmission according to WAQTC FOP for AASHTO 310, Method A. The moisture content of the mixture at the start of compaction shall not be below nor more than 2 percentage points above the optimum moisture content as determined by the foamed asphalt stabilized base course mix design.

318-3.11 FINISHING. The completed foamed asphalt stabilized base course shall conform to the required lines, grades, and cross section. If necessary, the surface shall be lightly scarified to eliminate any deep imprints made by the compacting or shaping equipment. The surface shall then be recompacted to the required density. Seal the surface with water and a pneumatic roller

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318-3.12 CONSTRUCTION LIMITATIONS. When the operation, after the application of cement, is interrupted for more than 30 minutes or when the uncompacted mixture is wetted by rain so that the optimum moisture content is exceeded by 2 percentage points, the decision to reconstruct the portion affected shall rest with the Engineer. In the event the uncompacted, rain-wetted mixture exceeds the specified moisture content tolerance, the Contractor shall reconstruct at the Contractor’s expense the portion affected. Material along the longitudinal or transverse construction joints not properly compacted shall be reconstructed, at the Contractor's expense, with properly moistened and mixed foamed asphalt stabilized base compacted to specified density.

318-3.13 SURFACE TESTS. The finished surface shall not vary more than 9.5 mm when tested with a ***deleted*** 3 m straightedge applied parallel with, or at right angles to, the longitudinal axis of the pavement. Variations in excess of this tolerance shall be corrected by the Contractor, at the Contractor’s expense, and in a manner satisfactory to the Engineer.

318-3.14 MAINTENANCE. The Contractor shall be required to maintain, at the Contractor’s expense, the entire base course within the limits of the Contract in a condition satisfactory to the Engineer from the time work starts until the work has been completed. Maintenance shall include immediate repairs of defects that may occur either before or after the foamed asphalt stabilized base course has been constructed. The work shall be done by the Contractor at the Contractor’s expense and repeated as often as necessary to keep the area intact. Repairs shall be made in a manner that will ensure restoration of a uniform surface and the durability of the part repaired. Faulty work must be reconstructed for the full depth of treatment. Low areas shall be remedied by reconstructing the material for the full depth of treatment rather than by adding a thin layer of foamed asphalt stabilized base course to the completed work.

318-4.01 METHOD OF MEASUREMENT. Section 109 and the following:

1. Foamed Asphalt Stabilized Mix. By area of finished top surface meeting specifications.2. Asphalt Cement. By the weight recorded on delivery tickets minus waste, diversion, and

remnant.3. Portland Cement. By the weight recorded on delivery tickets minus waste, diversion, and

remnant.

318-4.02. EVALUATION OF MATERIALS FOR ACCEPTANCE

The Engineer ***deleted*** must have Indirect Tensile Strength results ***deleted*** and passing densities of the foamed asphalt base before allowing it to be covered by hot mix asphalt pavement. The Engineer will calculate the lot average of the Indirect Tensile Strength results from the acceptance testing for the project. Payment shall be made at the contract unit price per square meter for foamed asphalt stabilized base course whose average dry Indirect Tensile Strength is greater than 85% of the mix design. This price shall be full compensation for furnishing all materials, except asphalt cement or Portland cement, and for all

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preparation, delivering, placing, and mixing of these materials; and for all labor, equipment, tools and incidentals necessary to complete the item.

If the ***deleted*** lot average dry Indirect Tensile Strength value is less than 85% of the Job Mix Design dry Indirect Tensile Strength value, the foamed asphalt stabilized base is deemed to not meet specification. The Contractor shall increase the thickness of the hot asphalt pavement for ***deleted*** that lot and adjust the surface grade at the Contractor’s expense to compensate for reduced dry Indirect Tensile Strength.

T = (5.5-(6.25*(lot average dry ITS/Job Mix Design dry ITS)))*25.4

T =increase in hot asphalt pavement thickness in mmITS = Indirect Tensile Strength

318-5.01 BASIS OF PAYMENT.

Payment will be made under:


318(1) Foamed Asphalt Stabilized Base Course Square Meter

318(2) Asphalt Cement, Grade_ Megagram

318(3) Portland Cement Megagram

Delete this Section in its entirety and substitute with the following:

SECTION 401

ASPHALT CONCRETE PAVEMENT

Special Provisions

401-1.01 DESCRIPTION. Construct one or more layers of plant mixed hot asphalt concrete pavement on an approved surface, to the lines, grades, and depths shown on the Plans.

MATERIALS

401-2.01 COMPOSITION OF MIXTURE - JOB MIX DESIGN. Meet the requirements of

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Table 401-1 for the Job Mix Design performed according to ATM 417.

TABLE 401-1ASPHALT CONCRETE MIX DESIGN REQUIREMENTS

DESIGN PARAMETERSCLASS“A”

CLASS“B”

Stability, N 8000 min. 5340 min. Flow, 0.25 mm 8-14 8-16Voids in Total Mix, % 3-5 3-5Compaction, number of blows each sideof test specimen 75 50Percent Voids Filled with Asphalt (VFA) 65-75 65-78Asphalt Content, min. % 5.0 5.0Dust asphalt ratio* 0.6-1.4 0.6-1.4Voids in the Mineral Aggregate (VMA), %, min. Type I Type II Type III, IV

12.013.014.0

11.012.013.0

*Dust asphalt ratio is the percent of material passing the 0.075 mm sieve divided by the percent of effective asphalt (calculated by weight of mix).

The approved Job Mix Design will specify the target values for gradation, the target value for asphalt cement content, the Maximum Specific Gravity (MSG) of the mix, the additives, and the allowable mixing temperature range.

Target values for gradation in the Job Mix Design must be within the broad band limits shown in Table 703-3, for the type of asphalt concrete pavement specified but asphalt concrete mixture will have the full tolerances in Table 401-2 applied for evaluation according to subsection 401-4.03 except the tolerances for the 0.075 mm sieve is limited by the broad band limits.

Do not produce asphalt concrete mixture for payment until the Engineer approves the Job Mix Design. Do not mix asphalt concrete mixtures produced from different plants.

Submit the following to the Engineer at least 15 days before the production of asphalt concrete mixture:

1. A letter stating the location, size, and type of mixing plant, the proposed gradation for the Job Mix Design, gradations for individual stockpiles with supporting process quality control information, and the blend ratio of each aggregate stockpile. The proposed

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gradation must meet the requirements of Table 703-3 for each type of asphalt concrete pavement specified in the Contract.

2. Representative samples of each aggregate (coarse and/or intermediate, fine, and natural blend material) in the proportions required for the proposed mix design. Furnish a total of 250 Mg of material.

3. Five separate 3.8 liter samples of the asphalt cement proposed for use in the mixture. Include name of product, manufacturer, test results of the applicable quality requirements of subsection 702-2.01, manufacturer's certificate of compliance according to subsection 106-1.05, a temperature viscosity curve for the asphalt cement or manufacturer's recommended mixing and compaction temperatures, and current Material Safety Data Sheet.

4. One sample, of at least 235 ml, of the antistrip additive proposed, including name of product, manufacturer, and manufacturer's data sheet, and current Material Safety Data Sheet.

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The Engineer will then evaluate the material and the proposed gradation using ATM 417 and the requirements of Table 401-1 for the appropriate type and class of asphalt concrete pavement specified and establish the approved Job Mix Design that will become a part of the Contract.

The Engineer will assess a fee of $2,500 under Item 401(6) Asphalt Price Adjustment, for each mix design subsequent to the approved Job Mix Design for each Type and Class of Asphalt Concrete Pavement specified.

No payment for asphalt concrete pavement for which a new Job Mix Design is required, will be made until the new Job Mix Design is approved. Approved changes apply only to asphalt concrete mixture produced after the submittal of the changes.

Changes. Failure to achieve results conforming to Table 401-1 or changes in the source of asphalt cement, source of aggregates, aggregate quality, aggregate gradation, or blend ratio, will require a new Job Mix Design. Submit changes and new samples in the same manner as the original submittal.

401-2.02 AGGREGATES. Conform to subsection 703-2.04.

Use a minimum of 3 stockpiles for crushed asphalt concrete aggregate (coarse, intermediate, and fine). Place blend material in a separate pile.

401-2.03 ASPHALT CEMENT. Provide the grade of asphalt cement specified in the Contract meeting the applicable requirements of Section 702. If not specified, use PG 52-28.

Provide test reports for each batch of asphalt cement showing conformance to the specifications in Section 702 before delivery to the project. Storage tanks used for the batch shall be noted on the test report. Anti strip additives required by the mix design shall be added to the asphalt cement during load out for delivery to the project. A printed weight ticket of anti strip shall be included with the asphalt cement delivery ticket. The location where anti strip is added may be changed with the approval of the Engineer.

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Furnish the following documents at delivery:

1. Manufacturer’s certificate of compliance (106-1.05).2. Conformance test reports for the batch (Section 702).3. Batch number and storage tanks used.4. Date and time of load out for delivery.5. Type, grade, temperature, and quantity of asphalt cement loaded.6. Type and percent of antistrip added.

401-2.04 ANTISTRIP ADDITIVES. Use antistrip agents in the proportions determined by ATM 414 and included in the approved Job Mix Design. At least 70 percent of the aggregate must remain coated when tested according to ATM 414.

401-2.05 PROCESS QUALITY CONTROL. Sample and test materials for quality control of the asphalt concrete mixture according to subsection 106-1.03. Provide copies of these test results to the Engineer within 24 hours.

Failure to perform quality control forfeits the Contractor’s right to a retest under subsection 401-4.02.

Submit a paving and plant control plan at the pre paving meeting to be held a minimum of 5 working days before initiating paving operations. Address the sequence of operations and joint construction. Outline steps to assure product consistency, to minimize segregation, and to prevent premature cooling of the asphalt concrete mixture. Include a proposed quality control testing frequency for gradation, asphalt cement content, and compaction.


401-3.01 WEATHER LIMITATIONS. Do not place the asphalt concrete mixture on a wet surface, on an unstable/yielding roadbed, when the base material is frozen, or when weather conditions prevent proper handling or compaction of the mix. Do not place asphalt concrete mixture unless the roadway surface temperature is 5 degrees Celsius or warmer.

401-3.02 EQUIPMENT, GENERAL. Use equipment in good working order and free of asphalt concrete mixture buildup. Make equipment available for inspection and demonstration of operation a minimum of 24 hours before placement of asphalt concrete mixture.

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401-3.03 ASPHALT MIXING PLANT. Meet AASHTO M 156. Use an asphalt plant designed to dry aggregates, maintain accurate temperature control, and accurately proportion asphalt cement and aggregates. Calibrate the asphalt plant and furnish copies of the calibration data to the Engineer at least 4 hours before asphalt concrete mixture production.

Provide a scalping screen at the asphalt plant to prevent oversize material or debris from being incorporated into the asphalt concrete mixture.

Provide a tap on the asphalt cement supply line just before it enters the plant (after the 3 way valve) for sampling asphalt cement.

401-3.04 HAULING EQUIPMENT. Haul asphalt mixtures in trucks with tight, clean, smooth metal beds, thinly coated with a minimum amount of paraffin oil, lime water solution, or an approved manufactured asphalt release agent. Do not use petroleum fuel as an asphalt release agent.

Cover the asphalt concrete mixture in the hauling vehicle, when directed.

401-3.05 ASPHALT PAVERS. Use self propelled pavers equipped with a heated vibratory screed. Control grade and cross slope with automatic grade and slope control devices. Use a 9 m minimum ski, or other approved grade follower, to automatically actuate the paver screed control system. Use grade control on either (a) both the high and low sides or (b) grade control on the high side and slope control on the low side.

Use a screed assembly that produces a finished surface of the required smoothness, thickness, and texture without tearing, shoving or displacing the asphalt concrete mixture. Heat and vibrate screed extensions. Place auger extensions within 0.45 m of the screed extensions or according to written manufacturer’s recommendations.

Equip the paver with a means of preventing the segregation of the coarse aggregate particles from the remainder of the bituminous plant mix when that mix is carried from the paver hopper back to the paver augers. The means and methods used shall be approved by the paver manufacturer and may consist of chain curtains, deflector plates, or other such devices and any combination of these.

The following specific requirements apply to the identified bituminous pavers:

(1) Blaw-Knox bituminous pavers shall be equipped with the Blaw-Knox Materials Management Kit (MMK).

(2) Cedarapids bituminous pavers must have been manufactured in 1989 or later.(3) Caterpillar bituminous pavers shall be equipped with deflector plates as identified

in the December 2000 Service Magazine – entitled: New Asphalt Deflector Kit

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{6630, 6631, 6640}.

The Contractor shall supply a Certificate of Compliance that verifies the required means and methods used to prevent bituminous paver segregation have been implemented.

The Engineer shall approve all means and methods used to prevent bituminous paver segregation before the bituminous paver is used to place bituminous plant mix on the project.

The use of a “Layton Box” or equivalent towed paver is allowed on bike paths, sidewalks, and driveways.

401-3.06 ROLLERS. Use both steel wheel (static or vibratory) and pneumatic tire rollers. Operate rollers according to manufacturer's instructions. Avoid crushing or fracturing of aggregate. Use rollers designed to compact hot asphalt concrete mixtures and reverse without backlash.

Use fully skirted pneumatic tire rollers with a minimum operating weight of 1400 kg per tire.

401-3.07 PREPARATION OF EXISTING SURFACE. Prepare existing surfaces in conformance with the Plans and Specifications. Clean out loose material from cracks wider than 25 mm (+25 mm) in width full depth, then fill using asphalt concrete and tamp in place. Clean, wash, and sweep existing paved surfaces of loose material. Existing surface must be approved by the Engineer before applying tack coat.

Before placing the asphalt concrete mixture, uniformly coat contact surfaces of curbing, gutters, saw cut pavement, cold joints, manholes, and other structures with tack coat material meeting Section 402.

Allow prime coat to cure and emulsion tack coat to break before placement of asphalt concrete mixture on these surfaces.

401-3.08 PREPARATION OF ASPHALT. Provide a continuous supply of asphalt cement to the asphalt mixing plant at a uniform temperature, within the allowable mixing temperature range.

401-3.09 PREPARATION OF AGGREGATES. Dry the aggregate so the moisture content of the asphalt concrete mixture, sampled at the point of acceptance for asphalt cement content, does not exceed 0.5 percent (by total weight of mix), as determined by WAQTC TM 6.

Heat the aggregate for the asphalt concrete mixture to a temperature specified in the mix design.

Adjust the burner on the dryer to avoid damage to the aggregate and to prevent the presence of unburned fuel on the aggregate. Asphalt concrete mixture containing soot or fuel is considered

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unacceptable according to subsection 105-1.11.

401-3.10 MIXING. Combine the aggregate, asphalt cement and additives in the mixer in the amounts required by the Job Mix Design. Mix to obtain 98 percent coated particles when tested according to AASHTO T 195.

For batch plants, put the dry aggregate in motion before addition of asphalt cement.

Mix the asphalt concrete mixture within the temperature range determined by the Job Mix Design.

401-3.11 TEMPORARY STORAGE. Silo type storage bins may be used, if the characteristics of the asphalt concrete mixture are not altered. Signs of visible segregation, heat loss, changes from the Job Mix Design, change in the characteristics of asphalt cement, lumpiness, or stiffness of the mixture are causes for rejection.

401-3.12 PLACING AND SPREADING. Place the asphalt concrete mixture upon the approved surface, spread, strike off, and adjust surface irregularities. Use asphalt pavers to distribute asphalt concrete mixture, including leveling courses. The maximum compacted lift thickness allowed is 75 mm.

Use hand tools to spread, rake, and lute the asphalt concrete mixture in areas where irregularities or unavoidable obstacles make the use of mechanical spreading and finishing equipment impracticable.

When the section of roadway being paved is open to traffic, pave adjacent traffic lanes to the same elevation within 24 hours. Place approved material against the outside pavement edge when the drop off exceeds 50 mm.

When multiple lifts are specified in the Contract, do not place the final lift until lower lifts throughout that section, as defined by the Paving Plan, are placed and accepted.

Do not pave against new Portland concrete curbing until it has cured for at least 72 hours.

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401-3.13 COMPACTION. Thoroughly and uniformly compact the asphalt concrete mixture by rolling. In areas not accessible to large rollers, compact with mechanical tampers or trench rollers.

During placement of asphalt concrete the Engineer may evaluate the HMA immediately behind the paver for cyclic low density using an infrared camera. If there is a temperature differential that exceeds 25 F within the newly placed mat, low density is likely to occur. The real time thermal images and thermal profile data will become part of the project records shared with the Contractor. The Contractor shall immediately adjust his laydown procedures to correct the problem. If the Engineer observes areas in any given pay sublot where the thermal images indicate cyclic low density is probable, those areas will be cored for determination of density. These cores will be evaluated under subsection 401-4.02 and 401-4.03.

The target value for density is 94 percent of the maximum specific gravity (MSG), as determined by WAQTC FOP for AASHTO T 209. For the first lot of each type of asphalt concrete pavement, the MSG will be determined by the Job Mix Design. For additional lots, the MSG will be determined by the sample from the first sublot of each lot.

Acceptance testing for density will be performed according to WAQTC FOP for AASHTO T 166/T 275 using a 150 mm diameter core. (Acceptance testing for density of leveling course or temporary pavement is not required.)

Do not leave rollers or other equipment standing on pavement that has not cooled sufficiently to prevent indentation.

401-3.14 JOINTS. Minimize the number of joints to ensure a continuous bond, texture, and smoothness between adjacent sections of the pavement.

Remove to full depth improperly formed joints resulting in surface irregularities. Replace with new asphalt concrete mixture, and thoroughly compact.

Precut pavement removal to a neat line with a power saw or by other approved method.

Form transverse joints by saw cutting back on the previous run to expose the full depth of the course or use a removable bulkhead. Skew transverse joints between 15-25 degrees.

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Offset the longitudinal joints in one layer from the joint in the layer immediately below by at least 150 mm. Align the joints of the top layer at the centerline or lane lines. Where preformed marking tape striping is required, offset the longitudinal joint in the top layer not more than 150 mm from the edge of the stripe.

401-3.15 SURFACE TOLERANCE. The Engineer will test the finished surface after final rolling at selected locations using a 3.0 m straightedge. Correct variations from the testing edge, between any two contacts of more than 5 mm.

The Engineer will measure the surface smoothness of the top layer of asphalt concrete pavement in the driving lanes with an inertial profiler before final acceptance of the project. Remove and replace, or grind smooth any area of final pavement surface that does not meet straight edge tolerances. The costs associated with meeting surface tolerances are subsidiary to the Asphalt Concrete pay item.

After completion of corrective work, the Engineer will measure the pavement surface in the driving lanes a second time for a smoothness price adjustment. No measurements will be taken in turn lanes, lane transitions, or within 8 m of existing pavement at the project beginning and end.

Smoothness will be measured in both wheel paths of each lane and reported as profilograph results (PrI) filtered with a 5 mm blanking band. Report PrI as a job average for the measured lanes, calculated to the nearest 1 mm.

401-3.16 PATCHING DEFECTIVE AREAS. Remove asphalt concrete mixture that becomes contaminated with foreign material, is segregated, or is in any way determined to be defective. Do not skin patch. Remove defective materials for the full thickness of the course. Cut the pavement so the edges are vertical, the sides are parallel to the direction of traffic, and the ends are skewed between 15-25 degrees. Coat edges with a tack coat meeting Section 402 and allow to cure. Place and compact fresh asphalt concrete mixture according to subsection 401-3.13 to grade and smoothness requirements.

Costs associated with patching defective areas are subsidiary to the Asphalt Concrete pay item.


Asphalt Concrete. By weighing. No deduction will be made for the weight of asphalt cement or anti stripping additive, or by the area of final pavement surface.

Asphalt Price Adjustment. Calculated by quality level analysis under subsection 401-4.03.

Asphalt Cement. By the megagram, as follows. Method 1 will be used for determining asphalt quantity unless otherwise directed in writing. The procedure initially used will be the one used

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for the duration of the project. No payment will be made for any asphalt cement more than 0.4 percent above the optimum asphalt content specified in the Job Mix Design.

1. Percent of asphalt cement for each sublot multiplied by the total weight represented by that sublot. Percent of asphalt cement will be determined by ATM 405 or WAQTC FOP for AASHTO T 308. The same tests used for the acceptance testing of the sublot will be used for computation of the asphalt cement quantity. If no acceptance testing is required, the percent of asphalt cement is the target value for asphalt cement in the Job Mix Design.

2. Supplier's invoices minus waste, diversion and remnant. This procedure may be used on projects where deliveries are made in tankers and the asphalt plant is producing asphalt concrete mixture for one project only.

The Engineer may direct, at any time, that tankers be weighed in the Engineer’s presence before and after unloading. If the weight determined at the project varies more than 1 percent from the invoice amount, payment will be based on the weight determined at the project.

A remnant or diversion will be calculated based on tank stickings or weighing the remaining asphalt cement. The Engineer will determine the method. The weight of asphalt cement in waste asphalt concrete mixture will be calculated using the target value for asphalt cement as specified in the Job Mix Design.

401-4.02 ACCEPTANCE SAMPLING AND TESTING. The quantity of each type of asphalt concrete mixture produced and placed will be divided into lots and the lots evaluated individually for acceptance.

A lot will normally be 4500 Mg. The lot will be divided into sublots of 450 Mg, each randomly sampled and tested for asphalt cement content, density, and gradation according to this subsection. If the project has more than 1 lot, and less than 8 additional sublots have been sampled at the time a lot is terminated, either due to completion of paving operations or the end of the construction season (winter shutdown), the material in the shortened lot will be included as part of the prior lot. The price adjustment computed, according to subsection 401-4.03, for the prior lot will include the samples from the shortened lot.

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If 8 or 9 samples have been obtained at the time a lot is terminated, they will be considered as a lot and the price adjustment will be based on the actual number of test results (excluding outliers) in the shortened lot.

If the contract quantity is between 1350 Mg and 4499 Mg, the Contract quantity will be considered one lot. The lot will be divided into sublots of 450 Mg and randomly sampled for asphalt cement content, density, and gradation according to this subsection. Hot mix asphalt quantities of less than 270 Mg. remaining after dividing the lot into sublots will be included in the last sublot. Hot mix asphalt quantities of 270 Mg. or greater will be treated as an individual sublot. The lot will be evaluated for price adjustment according to subsection 401-4.03.

For contract quantity of less than 1350 Mg, asphalt concrete pavement will be accepted for payment based on the Engineer's approval of a Job Mix Design and the placement and compaction of the asphalt concrete pavement to the specified depth and finished surface requirements and tolerances.

Any area of finished surfacing that is visibly segregated or fails to meet surface tolerance requirements is considered unacceptable according to subsection 105-1.11.

1. Asphalt Cement. Samples for the determination of asphalt cement content will be taken from either the windrow in front of the paver, or at the end of the auger, or behind the screed before initial compaction. Two separate samples will be taken, one for acceptance testing and one held in reserve for retesting if applicable. At the discretion of the Engineer, asphalt cement content will be determined according to ATM 405 or WAQTC FOP for AASHTO T 308.

2. Asphalt Cement Quality. The Contractor shall sample asphalt cement from the asphalt cement supply line when requested, witnessed by the Engineer’s representative. After purging residual asphalt cement, take three 1 liter samples into wide mouth 1 liter metal containers. Asphalt cement will be sampled for acceptance testing according to WAQTC FOP for AASHTO T 40 and tested for conformance to the specifications in Section 702. Three separate samples will be taken, one for acceptance testing, one for Contractor retesting, and one held in reserve for referee testing.

3. Aggregate Gradation.

a. Drum Mix Plants. Samples taken for the determination of aggregate gradation from drum mix plants will be from the combined aggregate cold feed conveyor via a diverter device, from the stopped conveyor belt or from the same location as samples for the determination of asphalt cement content. Two separate samples will be taken, one for acceptance testing and one held in reserve for retesting if applicable. The aggregate gradation for samples from the conveyor system will be

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determined according to WAQTC FOP for AASHTO T 27/T 11. For asphalt concrete mixture samples, the gradation will be determined according to WAQTC FOP for AASHTO T 30 from the aggregate remaining after the ignition oven (WAQTC FOP for AASHTO T 308) has burned off the asphalt cement. Locate diverter devices for obtaining aggregate samples from drum mix plants on the conveyor system delivering combined aggregates into the drum. Divert aggregate from the full width of the conveyor system and maintain the diverter device to provide a representative sample of aggregate incorporated into the asphalt concrete mixture.

b. Batch Plants. Samples taken for the determination of aggregate gradation from batch plants will be from the same location as samples for the determination of asphalt cement content, or from dry batched aggregates. Two separate samples will be taken, one for acceptance testing and one held in reserve for retesting if applicable. Dry batched aggregate gradations will be determined according to WAQTC FOP for AASHTO T 27/T 11. For asphalt concrete mixture samples, the aggregate gradation will be determined according to WAQTC FOP for AASHTO T 30 from the aggregate remaining after the ignition oven (WAQTC FOP for AASHTO T 308) has burned off the asphalt cement.

4. Density. Cut full depth core samples from the finished asphalt concrete pavement within 24 hours after final rolling. Neatly cut one 150 mm diameter core sample with a core drill from each sublot at the randomly selected location marked by the Engineer including locations having low cyclic density. Use a core extractor to prevent damage to the core. The Engineer will determine the density of the core samples according to WAQTC FOP for AASHTO T 166/T 275. Do not core asphalt concrete pavement on bridge decks. Backfill and compact voids left by coring with new asphalt concrete mixture within 24hours.

5. Retesting. A retest of any sample outside the limits specified in Table 401-2 may be requested provided the quality control requirements of subsection 401-2.05 are met. Deliver this request in writing to the Engineer within 7 days of receipt of the initial test result. The Engineer will mark the sample location for the density retest. The original test results for gradation, asphalt cement content, or density will be discarded and the retest result will be used in the price adjustment calculation regardless of whether the retest result

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gives a higher or lower pay factor. Only one retest per sample is allowed. Except for the first lot, gradation or asphalt cement content retesting of the sample from the first sublot of a lot will include retesting for the MSG. There will be no resampling and testing of cores taken for low cyclic density.

401-4.03 EVALUATION OF MATERIALS FOR ACCEPTANCE. The following method of price adjustment will be applied to each type of Asphalt Concrete Pavement for which the contract quantity equals or exceeds 1350 Mg, except as specified in subsection 401-4.02.

Acceptance test results for a lot will be analyzed collectively and statistically by the Quality Level Analysis method as specified in subsection 106-1.03 to determine the total estimated percent of the lot that is within specification limits. Asphalt cement content results will be reported to the nearest 0.1 percent.

The price adjustment is based on the lowest of two pay factors. The first factor is a composite pay factor for asphalt concrete mixture that includes gradation and asphalt cement content. The second factor is for density. The density value used to represent a sublot will be the average density of cores taken in the sublot (the random sample and cyclic low density).

A lot containing asphalt concrete pavement with less than a 1.00 pay factor will be accepted at an adjusted price, provided the pay factor is at least 0.75 and there are no isolated defects identified by the Engineer. A lot containing asphalt concrete pavement that fails to obtain at least a 0.75 pay factor will be considered unacceptable and rejected under subsection 105-1.11.

The Engineer will reject asphalt concrete mixture that appears to be defective based on visual inspection. A minimum of 2 samples will be collected from the rejected mixture and tested if requested. If the test results are within specification limits, payment will be made for the mixture. If a test results fail to meet specifications, no payment will be made and the cost of the testing will be subtracted under Item 401(6) Asphalt Price Adjustment. Costs associated with removal and disposal of the rejected asphalt concrete mixture are subsidiary to the Asphalt Concrete pay item.

Outlier Test. Before computing the price adjustment, the validity of the test results will be determined by SP-7, the Standard Practice for Determination of Outlier Test Results. Outlier test results will not be included in the price adjustment calculations. Cyclic low density will not be considered outliers.

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If any sieve size on a gradation test or the asphalt cement content is an outlier, then the gradation test results and the asphalt cement content results for that sublot will not be included in the price adjustment. The density test result for that sublot will be included in the price adjustment provided it is not an outlier.

If the density test result is an outlier, the density test result will not be included in the price adjustment only if it does not contain cyclic low density results, however, the gradation and asphalt cement content results for that sublot will be included provided neither is an outlier.

Quality Level Analysis. Pay factors are computed as follows:

1. Outliers (determined by SP-7), and any test results on material not incorporated into the work, are eliminated from the quality level analysis.

The arithmetic mean (x ) of the remaining test results is determined: x

xn

Where: = summation ofx = individual test value to xnn = total number of test values

x is rounded to the nearest tenth for density and all sieve sizes except the 0.075 mm sieve. x is rounded to the nearest hundredth for asphalt cement content and the 0.075 mm sieve.

2. The sample standard deviation(s), after the outliers have been excluded, is computed:

s n(x2 ) (x)2

n(n 1)Where: (x2) = sum of the squares of individual test values.

( x)2 = square of the sum of the individual test values.

The sample standard deviation (s) is rounded to the nearest hundredth for density and all sieve sizes except the 0.075 mm sieve. The sample standard deviation (s) is rounded to the nearest 0.001 for asphalt cement content and the 0.075 mm sieve.

If the computed sample standard deviation (s) is <0.001, then use s = 0.20 for density and all sieves except the 0.075 mm. Use s = 0.020 for asphalt cement content and the 0.075 mm sieve.

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3. The USL and LSL are computed. For aggregate gradation and asphalt cement content, the Specification Limits (USL and LSL) are equal to the Target Value (TV) plus and minus the allowable tolerances in Table 401-2. The TV is the specification value specified in the approved Job Mix Design. Specification tolerance limits for the largest sieve specified will be plus 0 and minus 1 for Quality Level Analysis purposes. The TV for density is 94 percent of the maximum specific gravity (MSG), the LSL is 92 percent of MSG and the USL is 98 percent.

TABLE 401-2LOWER SPECIFICATION LIMIT (LSL) & UPPER SPECIFICATION LIMIT

(USL)

Measured Characteristics LSL USL19 mm sieve TV-6.0 TV+6.0

12.5 mm sieve TV-6.0 TV+6.09.5 mm sieve TV-6.0 TV+6.04.75 mm sieve TV-6.0 TV+6.02.36 mm sieve TV-6.0 TV+6.01.18 mm sieve TV-5.0 TV+5.00.60 mm sieve TV-4.0 TV+4.00.30 mm sieve TV-4.0 TV+4.00.15 mm sieve TV-3.0 TV+3.0

0.075 mm sieve1 TV-2.0 TV+2.0Asphalt % TV-0.4 TV+0.4

Mat Density % 92 98

Note 1.Tolerances for the 0.075 mm sieve may not exceed the broad band limits in Table 703-3.

4. The Upper Quality Index (QU) is computed: QU USL - x

sWhere: USL = Upper Specification Limit

QU is rounded to the nearest hundredth.

5. The Lower Quality Index (QL) is computed: QL x - LSL

sWhere: LSL = Lower Specification Limit

QL is rounded to the nearest hundredth.

6. PU (percent within the upper specification limit which corresponds to a given QU) is determined. See subsection 106-1.03.

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7. PL (percent within the lower specification limit which corresponds to a given QL) is determined. See subsection 106-1.03.

8. The Quality Level (the total percent within specification limits) is determined for aggregate gradation, asphalt cement content, and density.

Quality Level = (PL + PU) - 100

9. Using the Quality Levels from Step 8, the lot Pay Factor is determined for Density (DPF) and gradation and asphalt cement content pay factors (PF) from Table 106-2. The maximum pay factor for the largest sieve size specification for gradation is 1.00.

10. The Composite Pay Factor (CPF) for the lot is determined using the following formula:

[f19 mm (PF19 mm) + f12.5 mm (PF12.5 mm) +....fac (PFac)]CPF =

f

The CPF is rounded to the nearest hundredth.

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Table 401-3 gives the weight factor (f) for each sieve size and asphalt cement content.

TABLE 401-3WEIGHT FACTORS

Gradation Factor “f”19 mm sieve 4

12.5 mm sieve 59.5 mm sieve 54.75 mm sieve 42.36 mm sieve 41.18 mm sieve 40.60 mm sieve 50.30 mm sieve 50.15 mm sieve 40.075 mm sieve 20

Asphalt % 40

The price adjustment will be based on either the CPF or DPF, whichever is the lowest value. The price adjustment for each individual lot will be calculated as follows:

Price Adjustment = [(CPF or DPF)* - 1.00] x (Megagram in lot) x (PAB)

* CPF or DPF, whichever is lower.

PAB = Price Adjustment Base = $48 per Megagram.

401-4.04 EVALUATION OF ASPHALT CEMENT. Asphalt cement will be randomly sampled and tested every 200 Mg and evaluated for price adjustment. If the last sample increment is 100 Mg or less, that quantity of asphalt cement will be added to the quantity represented by the previous sample and the total quantity will be evaluated for price adjustment. If the last sample increment is greater than 100 Mg, it will be sampled, tested and evaluated separately. Asphalt cement pay reduction factors for each sample will be determined from Table 401-4.

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TABLE 401-4ASPHALT CEMENT PAY REDUCTION FACTORS

(Use the single, highest pay reduction factor)

Spec Pay Reduction Factor (PRF)

0 0.04 0.05 0.06 0.07 0.08 0.1 0.25 Reject orEngr Eval

Tests On Original BinderViscosity <3 Pa-s <3 >3

Dynamic Shear >1.00 kPa >1.00 0.99-0.88 0.87-0.71 0.70-0.50 <0.50

Toughness >12.4 N m >10.6 10.2-10.5 9.6-10.4 9.0-9.5 8.5-9.0 7.9-8.5 <7.9

Tenacity >8.5 N m >7.2 6.9-7.1 6.5-6.8 6.2-6.5 5.9-6.1 5.4-5.8 <5.4

Tests On RTFOMass Loss <1.00 % <1.00 1.001-1.092 1.093-1.184 1.185-1.276 >1.276


Test On PAVDynamic Shear <5000 kPa <5000 5001-5289 5290-5578 5579-5867 >5867

Creep Stiffness, S <300 MPa <300 301-338 339-388 389-450 >450Creep Stiffness, m-value >0.300 >0.300 0.299-0.287 0.286-0.274 0.273-0.261 <0.261

Direct Tension >1.0 % >1.0 0.99-0.86 0.85-0.71 0.70-0.56 <0.56

Asphalt Cement Price Adjustment for each sample = 5 x PAB x Qty X PRFPAB = Price Adjustment BaseQty = Quantity of asphalt cement represented by asphalt cement samplePRF = Pay Reduction Factor from Table 401-4

Asphalt Cement Appeal Procedure. Once notified of a failing test result of an asphalt cement sample, the Contractor has 21 days to issue a written appeal. The appeal must be accompanied with the Contactor’s quality control test results and a test result of Contactor’s sample of this lot tested by an AASHTO accredited asphalt laboratory (accredited in the test procedure in question). The Engineer will review these test results and using ASTM D3244 determine a test value upon which to base a price reduction.

If the Contractor challenges this value, then the referee sample held by the Engineer will be sent to a mutually agreed upon independent AASHTO accredited laboratory for testing. This test result will be incorporated into the ASTM D3244 procedure to determine a test value upon which to base a price reduction. If this final value incurs a price adjustment, the Contractor under Item 401(6) Asphalt Price Adjustment, shall pay the cost of testing the referee sample.The total asphalt cement price adjustment is the sum of the individual sample price adjustments and will be subtracted under Item 401(6) Asphalt Price Adjustment.

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401-4.05 EVALUATION OF PAVEMENT SMOOTHNESS. The top layer of asphalt concrete pavement will be measured according to subsection 401-3.15 and evaluated for a smoothness price adjustment. The Engineer will calculate the smoothness price adjustment as follows:

Smoothness Price Adjustment = PAB x PQ x SFPAB = Price Adjustment Base (subsection 401-4.03)PQ = Final quantity of Asphalt Concrete Mixture, MegagramsPrI = Final measured pavement smoothness, millimeters/kilometerSF = Smoothness Factor

If PQ is less than 1350 megagrams, SF = 0If PQ is 1350 to 4500 megagrams, SF = 0.1167 - 0.0011 (PrI)If PQ is 4500+ megagrams, SF = 0. 0584 – 0.00053 (PrI)

The smoothness price adjustment will be applied under Item 401(6) Asphalt Price Adjustment.

401-5.01 BASIS OF PAYMENT. The accepted quantity will be paid for at the adjusted Contract unit price for the pay item listed below, complete in place.

The Asphalt Price Adjustment will be the sum of the price adjustments for each lot and for fees accrued for failure to cut cores and/or backfill voids left by sampling in the allotted time as outlined in subsection 401-4.02.

Asphalt cement, anti stripping additives, tack coat, and crack sealing are subsidiary to the asphalt concrete pavement unless specified as pay items.

Payment for furnishing and installing joint adhesive and sealing the pavement adjacent to the joints will be paid as Item 401(9) Longitudinal Joint Adhesive and Sealing.

Failure to cut core samples within the specified period will result in a deduction of $100 per sample per day. Failure to backfill voids left by sampling within the specified period will result in a deduction of $100 per hole per day. The accrued amount will be subtracted under Item 401(6) Asphalt Price Adjustment.

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401(1B) Asphalt Concrete, Type II, Class B Megagram

401(2) Asphalt Cement, Grade PG 52-28 Megagram

401(6) Asphalt Price Adjustment Contingent Sum

R199USC04(07/29/05)

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SECTION 408

ASPHALT CONCRETE PAVEMENT, TYPE V

Special Provisions

408-1.01 DESCRIPTION. Construct one or more layers of plant mixed hot asphalt concrete pavement on an approved surface, to the lines, grades, and depths shown on the Plans.

Superpave mix design procedures will be used to design the mix.

408-2.01 COMPOSITION OF MIXTURE - JOB MIX DESIGN. The Job Mix Design will be developed using Asphalt Institute’s Superpave Mix Design SP-2 and meet the requirements of Table 408-1, Table 408-2, and SP-2 TABLE 5.1 and TABLE 5.2. Evaluation of moisture sensitivity by AASHTO T 283 will not be part of the mix design process.

TABLE 408-1Asphalt Concrete Mix Design Requirements

Design ESALs, millions 0.3 to < 3Nom. Max. Aggregate Size 19 mm

Rut Index, max. 3

The approved Job Mix Design will specify the target values for gradation, the target value for asphalt cement content, the Maximum Specific Gravity (MSG) of the mix, the additives, and the allowable mixing temperature range.

Target values for gradation in the Job Mix Design must be within the broad band limits shown in Table 703-3, for the type of asphalt concrete pavement specified but asphalt concrete mixture will have the full tolerances in Table 408-2 applied for evaluation in accordance with 408-4.03 except for the following:

Tolerances for the 0.075-mm sieve may not exceed the broad band limits.

Do not produce asphalt concrete mixture for payment until the Engineer approves the Job Mix Design. Do not mix asphalt concrete mixtures produced from different plants.

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Submit the following to the Engineer at least 15 days before the production of asphalt concrete mixture:

1. A letter stating the location, size, and type of mixing plant, the proposed gradation for the Job Mix Design, gradations for individual stockpiles with supporting process quality control information, and the blend ratio of each aggregate stockpile. The proposed gradation must meet the requirements of Table 703-3.

2. Representative samples of each aggregate (crushed coarse, crushed intermediate, crushed fine, and natural blend material) in the proportions required for the proposed mix design. Furnish a total of 250 kg of material.

3. Fifteen 1 liter samples of the asphalt cement proposed for use in the mixture. Include name of product, manufacturer, test results demonstrating conformance to subsection 702-2.01, manufacturer's certificate of compliance according to subsection 106-1.05, a temperature viscosity curve for the asphalt cement or manufacturer's recommended mixing and compaction temperatures, and current Material Safety Data Sheet.

4. One sample, of at least 235-ml, of the anti-strip additive proposed, including name of product, manufacturer, and manufacturer's data sheet, and current Material Safety Data Sheet.

From this material, the Engineer will develop the Job Mix Design using procedures in SP-2. Approved Job Mix Designs will become a part of the Contract. Up to 15 working days may be required to determine the Job Mix Design after receipt of items specified above.

Changes in the source of asphalt cement, source of aggregates, aggregate quality, aggregate gradation changes from Job Mix, or blend ratio requires a new Job Mix Design. The Contractor must provide submittals and materials to create a new job mix design. Approved changes to a previously approved mix design may only be initialized after a lot is completed using the previous mix design.

The Engineer will assess a mix design fee of $3,600 under Item 408(3) Asphalt Price Adjustment for each mix design subsequent to the first approved Job Mix Design.

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408-2.02 AGGREGATES. Conform to subsection 703-2.04.

Remove the natural fines passing a 4.75 mm sieve before crushing aggregates for asphalt concrete mixtures. Divide the crushed aggregate into a minimum of 3 stockpiles; coarse, intermediate, and fine. Additional stockpiles may be required for some material sources to create a Design Aggregate Structure that meets the volumetric requirements of the mix design procedures.

408-2.03 ASPHALT MATERIALS. Conform to subsection 702-2.01, PG 64-28. No binder grade adjustment will be made for traffic load rate.

Each batch of asphalt cement shall be tested for conformance to specifications in Section 702 before shipping. Storage tanks used for the batch shall be noted on the test report. Anti-strip additives required by the mix design shall be added to the asphalt cement during load out for delivery to the project. A printed weight ticket of anti-strip shall be included with the asphalt cement delivery ticket. The location where anti-strip is added may be changed with the approval of the Engineer.

Shipping documents shall include the following:

Manufacturer’s certificate of compliance, subsection 106-1.05 Conformance test results of the batch, Section 702. Date and Time of loading Batch number and storage tank Type, grade, temperature, and quantity of materials loaded Type and percent of anti-strip added.

408-2.04 ANTI-STRIP ADDITIVES. Use anti-strip agents in the proportions determined by ATM T-414 and included in the approved Job Mix Design. At least 70 percent of the aggregate shall remain coated when tested in accordance with ATM T-414. Anti-stripping additive shall be furnished in the minimum amount of 0.25 percent per ton of asphalt cement.

408-2.05 QUALITY CONTROL. Sample and test materials for quality control of the asphalt concrete mixture according to subsection 106-1.03. Provide copies of these test results to the Engineer within 24 hours.

Failure to perform quality control forfeits the Contractor's right to retest as provided for in subsection 408-4.02.

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A paving and plant control plan shall be submitted at least 3 working days before the prepaving meeting. The paving and plant control plan shall address sequence of operations, joint construction and sealing, outline steps to assure product consistency, to minimize segregation, and to prevent premature cooling of the asphalt concrete mixture. The plan shall also include a proposed testing frequency for gradation, asphalt cement content and compaction and shall include temperatures for bituminous mixture and materials. The prepaving meeting shall be held on site with the Engineer at least 2 days before paving begins, and shall include the Contractor’s superintendent, paving foreman, asphalt plant operator, and quality control person.


408-3.01 WEATHER LIMITATIONS. Do not place asphalt concrete mixture on a surface having greater than optimum moisture, on an unstable or yielding surface, or when the base material is frozen or during detrimental weather conditions. Do not pave unless the roadway surface temperature is 5 degrees Celsius or warmer.

Place the top layer of paving or surface course between May and August 15. From the BOP to Station ‘C’ 3+700 no top layer paving or surface coarse until 2007. From Station ‘C’ 3+700 to the EOP top layer paving or surface course shall be done before August 15, 2006, or after May 1, 2007.

408-3.02 EQUIPMENT, GENERAL. Use equipment in good working order and free of asphalt concrete mixture buildup. Make equipment available for inspection and demonstration of operation a minimum of 24 hours before placement of asphalt concrete mix.

408-3.03 BITUMINOUS MIXING PLANTS. Meet AASHTO M156. Calibrate the asphalt plant and furnish calibration data to the Engineer at least one day before production. Maintain a current Air Quality Permit issued by the State of Alaska.

Provide and maintain a functioning scalping screen on the asphalt plant to prevent oversize material or debris from being incorporated into the mixture. Provide a tap on the asphalt cement supply line just before it enters the plant (after the 3 way valve) for sampling asphalt cement.

Certify weigh silo scales if the weights from them are used for payment.

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408-3.04 HAULING EQUIPMENT. Haul asphalt mixtures in trucks having tight, clean, smooth metal beds, thinly coated with a minimum amount of paraffin oil, lime water solution or other manufactured asphalt release agent included on the Department’s Approved Products List. Do not use diesel fuel or fuel oil as an asphalt release agent.

Cover the asphalt mixture in the haul vehicle, when directed.

408-3.05 ASPHALT PAVERS. Use self-propelled asphalt pavers having a heated vibratory screed. Control with grade and cross slope using automatic grade and slope control devices. Use a paver screed control system that is automatically actuated by a ski least 9 m in length, or other approved grade follower. Use grade control on either a) both the high and low sides or b) grade control on the high side and slope control on the low side.

Use a screed assembly that produces a finished surface of the required smoothness, thickness and texture without tearing, shoving or displacing the asphalt concrete mixture. Provide heaters and vibrators on the main screed and screed extensions. Maintain auger extensions within 0.45 m of the end of the screed extension.

The use of a “Layton Box” or equivalent towed paver is allowed on bike paths, sidewalks, and driveways.

408-3.06 ROLLERS. Use both steel wheel (static or vibratory) and pneumatic tire rollers. Operate rollers according to manufacturer's instructions. Avoid crushing or fracturing of aggregate. Use rollers designed to compact hot asphalt concrete mixtures and reverse without backlash.

Use fully skirted pneumatic tire rollers having a minimum operating weight of 1400 kg per tire.

408-3.07 PREPARATION OF EXISTING SURFACE. Prepare the existing surfaces in conformance with the plans and specifications. Clean out loose material from cracks wider than 25 mm in width, full depth then fill using asphalt concrete tamp in place.

Existing paved surfaces shall be cleaned of loose material by sweeping with a power broom, supplemented by hand sweeping, if necessary. Engineer must approve the surface before tack is applied.

Before placing the asphalt concrete mixture, uniformly coat contact surfaces of curbing, gutters, sawcut pavement, cold joints, manholes, and other structures with tack coat material according to Section 402.

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Allow prime coat to cure and emulsion tack coat to break before placement of asphalt concrete mixture on these surfaces.

408-3.08 PREPARATION OF ASPHALT. A continuous supply of asphalt cement shall be supplied to the mixer at a uniform temperature, within the allowable mixing temperature range noted in the approved mix design.

408-3.09 PREPARATION OF AGGREGATES. Dry the aggregate so the moisture content of the asphalt concrete mixture, sampled at the point of acceptance for asphalt cement content, does not exceed 0.5 percent (by total weight of mix), as determined by WAQTC TM 6.

Heat the aggregate for the asphalt concrete mixture to a temperature specified in the mix design.

Adjust the burner on the dryer to avoid damage to the aggregate and to prevent the presence of unburned fuel on the aggregate. Asphalt concrete mixture containing soot or fuel is considered unacceptable according to subsection 105-1.11.

408-3.10 MIXING. Combine the aggregate, asphalt cement and additives in the mixer in the amounts required by the Job Mix Design. Mix to obtain 98 percent coated particles when tested according to AASHTO T 195.

For batch plants, put the dry aggregate in motion before addition of asphalt cement.

Mix the asphalt concrete mixture within the temperature range determined by the Job Mix Design.

408-3.11 TEMPORARY STORAGE OF ASPHALT CONCRETE MIXTURE. Silo type storage bins may be used, if the characteristics of the asphalt concrete mixture are not altered. Signs of visible segregation, heat loss, change from the Job Mix Design, and change in the characteristics of asphalt cement, lumpiness, or stiffness of the mixture are causes for rejection. Asphalt concrete mixtures shall not be stored or transported by barges.

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408-3.12 PLACING AND SPREADING. Place the asphalt concrete mixture upon the approved surface, spread, strike off, and adjust surface irregularities. Use asphalt pavers to distribute asphalt concrete mixture, including leveling courses.

Use hand tools to spread, rake, and lute the asphalt concrete mixture in areas where irregularities or unavoidable obstacles make the use of mechanical spreading and finishing equipment impracticable.

When the section of roadway being paved is open to traffic, pave adjacent traffic lanes to the same elevation within 24 hours. Place approved material against the outside pavement edge when the drop off exceeds 50 mm.

When multiple lifts are specified in the Contract, do not place the final lift until lower lifts throughout that section, as defined by the Paving Plan, are placed and accepted.

Do not pave against new Portland concrete curbing until it has cured for at least 72 hours.Place asphalt concrete mixture over bridge deck membranes according to Section 508 and the manufacturer's specifications.

408-3.13 COMPACTION. Thoroughly and uniformly compact the asphalt concrete mixture by rolling. In areas not accessible to large rollers, compact with mechanical tampers or trench rollers.

During placement of asphalt concrete the Engineer may evaluate the HMA immediately behind the paver for cyclic low density using an infrared camera. If there is a temperature differential that exceeds 25 F within the newly placed mat, low density is likely to occur. The real time thermal images and thermal profile data will become part of the project records shared with the Contractor. The Contractor shall immediately adjust laydown procedures to correct the problem. If the Engineer observes four or more areas in a pay sublot where the thermal images indicate cyclic low density is probable, those areas will be cored for determination of density. Those cores will be evaluated under subsection 408-4.02 and 408-4.03

The target value for density is 94 percent of the maximum specific gravity (MSG), as determined by WAQTC FOP for AASHTO T 209. For the first lot of each type of asphalt concrete pavement, the MSG will be determined by the Job Mix Design. For additional lots, the MSG will be determined by the sample from the first sublot of each lot.

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Acceptance testing for density will be performed according to WAQTC FOP for AASHTO T 166/T 275 using a 150 mm diameter core. (Acceptance testing for density of leveling course or temporary pavement is not required.)

Do not leave rollers or other equipment standing on pavement that has not cooled sufficiently to prevent indentation.

408-3.14 JOINTS. Minimize the number of joints to ensure a continuous bond, texture, and smoothness between adjacent sections of the pavement. No quantity deduction will be made for materials removed for joint preparation.

Remove to full depth improperly formed joints resulting in surface irregularities. Replace with new asphalt concrete mixture, and thoroughly compact.

Precut pavement removal to a neat line with a power saw or by other approved method.

Form transverse joints by saw cutting back on the previous run to expose the full depth of the course or use a removable bulkhead. Skew transverse joints between 15-25 degrees.

Offset the longitudinal joints in one layer from the joint in the layer immediately below by at least 150 mm. Align the joints of the top layer at the centerline or lane lines. Where preformed marking tape striping is required, offset the longitudinal joint in the top layer not more than 300 mm from the edge of the stripe.

Seal the vertical edge of pavement with Crafco 34524 Joint Adhesive or approved equal before completing the longitudinal joint by paving against it. Apply a 3 mm thick band of joint adhesive over the surface according to manufacturer’s recommendations.

For the top layer of asphalt concrete pavement, the minimum specification limit for longitudinal joint density is 91 percent of the MSG of the panel completing the joint. Cut one 150 mm diameter core centered on the longitudinal joint at each location that the mat completing the joint is cored for acceptance density testing. Density will be determined in accordance with WAQTC FOP for AASHTO T 166/T 275.

Seal the pavement surface 200 mm on each side of the longitudinal joints while the pavement is clean, free of moisture, and before traffic marking. Use GSB-78 (from Asphalt Systems), or approved equal.

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408-3.15 SURFACE TOLERANCE. The Engineer will test the finished surface after final rolling at selected locations using a 3.0 m straightedge. Correct variations from the testing edge, between any two contacts, greater than 5 mm.

The Engineer will measure the surface smoothness of the top layer of asphalt concrete pavement in the driving lanes with an inertial profiler before final acceptance of the project. Remove and replace, or grind smooth any area of final pavement surface that does not meet straight edge tolerances. The costs associated with meeting surface tolerances are subsidiary to the Asphalt Concrete pay item. This will not be performed from Sta. ‘C’ 1+000 to ‘C’ 2+560.

After completion of corrective work, the Engineer will measure the pavement surface in the driving lanes a second time for a smoothness price adjustment. No measurements will be taken in turn lanes, lane transitions, or within 8 m of previously existing pavement.

Smoothness will be measured in both wheel paths of each lane and reported as profilograph results (PrI) filtered with a 5 mm blanking band. Report PrI as a job average for all measured lanes, calculated to the nearest 1 mm.

408-3.16 PATCHING DEFECTIVE AREAS. Remove asphalt concrete mixture that becomes contaminated with foreign material, is segregated, or is in any way determined to be defective. Do not skin patch. Remove defective materials for the full thickness of the course. Cut the pavement so that edges are vertical, the sides are parallel to the direction of traffic and the ends are skewed between 15-25 degrees. Coat edges with a tack coat meeting Section 402 and allow to cure. Place and compact fresh asphalt concrete mixture according to subsection 408-3.13 to grade and smoothness requirements.

The costs associated with patching defective areas are subsidiary to the Asphalt Concrete pay item.


Asphalt Concrete . Either by weighing, no deduction will be made for the weight of asphalt cement or anti-stripping additive, or by the area of final pavement surface.

Asphalt Price Adjustment. Calculated by quality level analysis under subsection 408-4.03.

Asphalt Cement. By the megagram, as follows. Method 1 will be used for determining

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asphalt quantity unless otherwise directed in writing. The procedure initially used will be the one used for the duration of the project. No payment will be made for any asphalt cement more than 0.4 percent above the optimum asphalt content specified in the Job Mix Design.

1. Percent of asphalt cement for each sublot multiplied by the total weight represented by that sublot. The percent of asphalt cement will be determined by ATM 405 or WAQTC FOP for AASHTO T 308. The same tests used for the acceptance testing of the sublot will be used for computation of the asphalt cement quantity. If no acceptance testing is required, the percent of asphalt cement is the target value for asphalt cement in the Job Mix Design.

2. Supplier's invoices minus waste, diversion and remnant. This procedure may be used on projects where deliveries are made in tankers and the asphalt plant is producing asphalt concrete mixture for one project only.

The Engineer may direct, at any time, that tankers be weighed in the Engineers presence before and after unloading. If the weight determined at the project varies more than 1 percent from the invoice amount, payment will be based on the weight determined at the project.

Remnant or diversion will be calculated based on tank stickings or weighing the remaining asphalt cement. The Engineer will determine the method. The weight of asphalt cement in waste asphalt concrete mixture will be calculated using the target value for asphalt cement as specified in the Job Mix Design.

Anti-Strip Additive. Based on the number of megagrams of asphalt cement containing required additive.

Longitudinal Joint and Joint Adhesive. By the meter of longitudinal joint.

408-4.02 ACCEPTANCE SAMPLING AND TESTING. The quantity of each type of asphalt concrete mixture produced and placed will be divided into lots and the lots evaluated individually for acceptance.

A lot will normally be 4500 megagrams. The lot will be divided into sublots of 450 megagrams, each randomly sampled and tested for asphalt cement content, density, and gradation according to this subsection. If the project has more than 1 lot, and less than 8 additional sublots have been sampled at the time a lot is terminated, either due to completion of paving operations or the end of the construction season (winter shutdown), the material in the shortened lot will be included as part of the prior lot. The price

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adjustment computed, according to subsection 408-4.03, for the prior lot will include the samples from the shortened lot.

If 8 or 9 samples have been obtained at the time a lot is terminated, they will be considered as a lot and the price adjustment will be based on the actual number of test results (excluding outliers) in the shortened lot.

If the contract quantity is between 1350 megagrams and 4499 megagrams, the contract quantity will be considered 1 lot. The lot will be divided into equal sublots of 450 Mg. and randomly sampled for asphalt cement content, density, and gradation according to this subsection. Hot Mix Asphalt quantities of less than 270 Mg. remaining after dividing the lot into sublots will be included in the last sublot. Hot Mix Asphalt quantities of 270 Mg. or greater will be treated as an individual sublot. The lot will be evaluated for price adjustment according to subsection 408-4.03.

For contract quantity of less than 1350 megagrams, (or for temporary pavement), asphalt concrete pavement will be accepted for payment based on the Engineer's approval of a Job Mix Design and the placement and compaction of the asphalt concrete pavement to the specified depth and finished surface requirements and tolerances.

Any area of finished surfacing that is visibly segregated or fails to meet surface tolerance requirements is considered unacceptable according to subsection 105-1.11.

1. Asphalt Cement Content. Samples for the determination of asphalt cement content will be taken from either the end of the auger, or behind the screed prior to initial compaction. Two separate samples will be taken, one for acceptance testing and one held in reserve for retesting if applicable. At the discretion of the Engineer, asphalt cement content will be determined according to ATM 405 or WAQTC FOP for AASHTO T 308.

2. Asphalt Cement Quality. The Contractor shall sample asphalt cement from the asphalt cement supply line when requested, witnessed by the Engineer’s representative. After purging residual asphalt cement, take three 1 liter samples into wide mouth metal containers. Asphalt cement will be sampled for acceptance testing in accordance with WAQTC FOP for AASHTO T 40 and tested for conformance to the specifications in Section 702. Three separate samples will be taken, one for acceptance testing, one for Contractor retesting, and one held in reserve for referee testing.

3. Aggregate Gradation.

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a. Drum Mix Plants. Samples taken for the determination of aggregate gradation from drum mix plants will be from the combined aggregate cold feed conveyor via a diverter device, from the stopped conveyor belt or from the same location as samples for the determination of asphalt cement content. Two separate samples will be taken, one for acceptance testing and one held in reserve for retesting if applicable. The aggregate gradation for samples from the conveyor system will be determined according to WAQTC FOP for AASHTO T 27/T 11. For asphalt concrete mixture samples, the gradation will be determined according to WAQTC FOP for AASHTO T 30 from the aggregate remaining after the ignition oven (WAQTC FOP for AASHTO T 308) has burned off the asphalt cement. Locate diverter devices for obtaining aggregate samples from drum mix plants on the conveyor system delivering combined aggregates into the drum. Divert aggregate from the full width of the conveyor system and maintain the diverter device to provide a representative sample of aggregate incorporated into the asphalt concrete mixture.

b. Batch Plants. Samples taken for the determination of aggregate gradation from batch plants will be from the same location as samples for the determination of asphalt cement content, or from dry batched aggregates. Two separate samples will be taken, one for acceptance testing and one held in reserve for retesting if applicable. Dry batched aggregate gradations will be determined according to WAQTC FOP for AASHTO T 27/T 11. For asphalt concrete mixture samples, the aggregate gradation will be determined according to WAQTC FOP for AASHTO T 30 from the aggregate remaining after the ignition oven (WAQTC FOP for AASHTO T 308) has burned off the asphalt cement.

4. Density. Cut full depth core samples from the finished asphalt concrete pavement within 24 hours after final rolling. Neatly cut one 150 mm diameter core sample with a core drill from each sublot at the randomly selected location marked by the Engineer including locations having low cyclic density. Use a core extractor to prevent damage to the core. The Engineer will determine the density of the core samples according to WAQTC FOP for AASHTO T 166/T 275. Do not core asphalt concrete pavement on bridge decks. Backfill and compact voids left by coring with new asphalt concrete mixture within 24 hours.

5. Retesting. A retest of a sample outside the limits specified may be requested provided the quality control requirements of subsection 408-2.05 are met. Deliver this request in writing to the Engineer within 7 days of receipt of the initial test result. The Engineer will mark the sample location for the density

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retest. The original test results for gradation, asphalt cement content, or density will be discarded and the retest result will be used in the price adjustment calculation regardless of whether the retest result gives a higher or lower pay factor. Only one retest per sample is allowed. Except for the first lot, gradation or asphalt cement content retesting of the sample from the first sublot of a lot will include retesting for the MSG. There shall be no resampling and testing of cores taken for cyclic density.

408-4.03 EVALUATION OF MATERIALS FOR ACCEPTANCE. The following method of price adjustment will be applied to each type of Asphalt Concrete Pavement, for which the contract quantity equals or exceeds 1350 megagrams, except as defined in subsection 408-4.02.

Acceptance test results for a lot will be analyzed collectively and statistically by the Quality Level Analysis method as specified in subsection 106-1.03 to determine the total estimated percent of the lot that is within specification limits. Asphalt cement content results will be reported to the nearest 0.1 percent.

The price adjustment is based on the lowest of two pay factors. The first factor is a composite pay factor for asphalt concrete mixture that includes gradation and asphalt cement content. The second factor is for density. Sublot density values will be the average of the random mat density and the cyclic low densities taken within the limits of the sublot.

A lot containing asphalt concrete pavement with less than a 1.00 pay factor will be accepted at an adjusted price, provided the pay factor is at least 0.75 and there are no isolated defects identified by the Engineer. A lot containing asphalt concrete pavement that fails to obtain at least a 0.75 pay factor will be considered unacceptable and rejected under subsection 105-1.11.

The Engineer will reject asphalt concrete mixture that appears to be defective based on visual inspection. A minimum of 2 samples will be collected from the rejected mixture and tested if requested. If all test results are within specification limits, payment will be made for the mixture. If any of the test results fail to meet specifications, no payment

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will be made and the cost of the testing will be subtracted under Item 408(3) Asphalt Price Adjustment. The costs associated with removal and disposal of the rejected asphalt concrete mixture are subsidiary to the Asphalt Concrete pay item.

Outlier Test. Before computing the price adjustment, the validity of the test results will be determined by SP-7, the Standard Practice for Determination of Outlier Test Results. Outlier test results will not be included in the price adjustment calculations. Cyclic low density will not be considered outliers.

If a sieve size on a gradation test or the asphalt cement content is an outlier, then the gradation test results and the asphalt cement content results for that sublot will not be included in the price adjustment. The density test result for that sublot will be included in the price adjustment provided it is not an outlier.

If the density test result is an outlier, the density test result will not be included in the price adjustment, however, the gradation and asphalt cement content results for that sublot will be included provided neither is an outlier.

Quality Level Analysis. Pay factors are computed as follows:

1. Outliers (determined by SP-7), and any test results on material not incorporated into the work, are eliminated from the quality level analysis.

The arithmetic mean (x ) of the remaining test results is determined: x

xn

Where: = summation ofx = individual test value to xnn = total number of test values

x is rounded to the nearest tenth for density and all sieve sizes except the 0.075 mm sieve.x is rounded to the nearest hundredth for asphalt cement content and the 0.075 mm sieve.

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2. The sample standard deviation(s), after the outliers have been excluded, is computed:

s n(x2 ) (x)2

n(n 1)Where: (x2) = sum of the squares of individual test values.

( x)2 = square of the sum of the individual test values.The sample standard deviation (s) is rounded to the nearest hundredth for density and all sieve sizes except the No. 200 sieve. The sample standard deviation (s) is rounded to the nearest 0.001 for asphalt cement content and the 0.075 mm sieve.

If the computed sample standard deviation (s) is <0.001, then use s = 0.20 for density and all sieves except the 0.075-mm sieve. Use s = 0.020 for asphalt ce-ment content and the 0.075 mm sieve.

3. The USL and LSL are computed. For aggregate gradation and asphalt cement content, the Specification Limits (USL and LSL) are equal to the Target Value (TV) plus and minus the allowable tolerances in Table 408-2. The TV is the specification value specified in the approved Job Mix Design.

TABLE 408-2LOWER SPECIFICATION LIMIT (LSL) & UPPER SPECIFICATION LIMIT

(USL)Measured Characteristics LSL USL

25.0 mm sieve TV-1.0 TV19.0 mm sieve TV-6.0 TV+6.012.5 mm sieve TV-6.0 TV+6.09.5 mm sieve TV-6.0 TV+6.04.75 mm sieve TV-6.0 TV+6.02.36 mm sieve TV-6.0 TV+6.01.18 mm sieve TV-5.0 TV+5.00.600 mm sieve TV-4.0 TV+4.00.300 mm sieve TV-4.0 TV+4.00.150 mm sieve TV-3.0 TV+3.00.0751 mm sieve TV-2.0 TV+2.0

Asphalt % TV-0.4 TV+0.4Mat Density % 92 98

Note 1.Tolerances for the 0.075 mm sieve may not exceed the broad band limits in Table 703-10.

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4. The Upper Quality Index (QU) is computed: QU USL - x

sWhere: USL = Upper Specification Limit

QU is rounded to the nearest hundredth.

5. The Lower Quality Index (QL) is computed: QL x - LSL

sWhere: LSL = Lower Specification Limit

QL is rounded to the nearest hundredth.

6. PU (percent within the upper specification limit which corresponds to a given QU) is determined. See subsection 106-1.03.

7. PL (percent within the lower specification limit which corresponds to a given QL) is determined. See subsection 106-1.03.

8. The Quality Level (the total percent within specification limits) is determined for aggregate gradation, asphalt cement content, and density.

Quality Level = (PL + PU) - 100

9. Using the Quality Levels from Step 8, the lot Pay Factor is determined for Density (DPF) and gradation and asphalt cement content pay factors (PF) from Table 106-2. The maximum pay factor for the largest sieve size specification for gradation is 1.00.

10. The Composite Pay Factor (CPF) for the lot is determined using the following formula:

[f19 mm (PF19 mm) + f12.5 mm (PF12.5 mm) +....fac (PFac)]CPF =

f

The CPF is rounded to the nearest hundredth.

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Table 408-3 gives the weight factor (f) for each sieve size and asphalt cement content.

TABLE 408-3WEIGHT FACTORSGradation Factor “f”

19.0 mm sieve 412.5 mm sieve 59.5 mm sieve 54.75 mm sieve 42.36 mm sieve 41.18 mm sieve 40.600 mm sieve 50.300 mm sieve 50.150 mm sieve 40.075 mm sieve 20

Asphalt % 40

The price adjustment will be based on either the CPF or DPF, whichever is the lowest value. The price adjustment for each individual lot will be calculated as follows:

Price Adjustment = [(CPF or DPF)* -1.00] x (tons or megagrams in lot) x (PAB)

CPF or DPF, whichever is lower.PAB = Price Adjustment Base = $75 per megagram.

408-4.04 EVALUATION OF ASPHALT CEMENT

Asphalt cement will be randomly sampled and tested every 200 megagrams and evaluated for price adjustment. If the last sample increment is less than 100 megagrams, that quantity of asphalt cement will be added to the quantity represented by the previous sample and the total quantity will be evaluated for price adjustment. If the last sample increment is greater than 100 megagrams, it will be sampled, tested and evaluated separately. Asphalt cement pay reduction factors for each sample will be determined from Table 408-4.

The total asphalt cement price adjustment is the sum of the individual sample price adjustments and will be subtracted under Item 408(3) Asphalt Price Adjustment.

TABLE 408-4ASPHALT CEMENT PAY REDUCTION FACTORS

(Use the single, highest pay reduction factor)

Pay Reduction Factor (PRF)

Spec 0 0.04 0.05 0.06 0.07 0.08 0.1 0.25 Reject orEngr Eval

Tests On Original BinderViscosity <3 Pa-s <3 >3


Toughness >12.4 N m >10.6 10.2-10.5 9.6-10.4 9.0-9.5 8.5-9.0 7.9-8.5 <7.9

Tenacity >8.5 N m >7.2 6.9-7.1 6.5-6.8 6.2-6.5 5.9-6.1 5.4-5.8 <5.4

Tests On RTFOMass Loss <1.00 % <1.00 1.001-1.092 1.093-1.184 1.185-1.276 >1.276


Test On PAVDynamic Shear <5000 kPa <5000 5001-5289 5290-5578 5579-5867 >5867

Creep Stiffness, S <300 MPa <300 301-338 339-388 389-450 >450Creep Stiffness, m-value >0.300 >0.300 0.299-0.287 0.286-0.274 0.273-0.261 <0.261

Direct Tension >1.0 % >1.0 0.99-0.86 0.85-0.71 0.70-0.56 <0.56

Asphalt Cement Price Adjustment for each sample = 5 x PAB x Qty X PRFPAB = Price Adjustment BaseQty = Quantity of asphalt cement represented by asphalt cement samplePRF = Pay Reduction Factor from Table 408-4

Asphalt Cement Appeal Procedure. Once notified of a failing test result of an asphalt cement sample, the Contractor has 21 days to issue a written appeal. The appeal must be accompanied by all of the Contactor’s quality control test results and a test result of Contactor’s sample of this lot tested by an AASHTO accredited asphalt laboratory (accredited in the test procedure in question). The Engineer will review these test results and using ASTM D3244 determine a test value upon which to base a price reduction.

If the Contractor challenges this value, then the referee sample held by the Department will be sent to a mutually agreed upon independent AASHTO accredited laboratory for testing. This test result will be incorporated into the ASTM D3244 procedure to determine a test value upon which to base a price reduction. If this final value incurs a price adjustment, the Contractor under Item 408(3) Asphalt Price Adjustment, shall pay the cost of testing the referee sample.

The total Asphalt Price Adjustment is the sum of all the price adjustments for each lot.

408-4.05 EVALUATION OF PAVEMENT FOR SMOOTHNESS

The top layer of asphalt concrete pavement will be measured according to subsection 401-3.15 and evaluated for a smoothness price adjustment. The Engineer will calculate the smoothness price adjustment as follows:

Smoothness Price Adjustment = PAB x PQ x SFPAB = Price Adjustment Base (401-4.03)

PQ = Final quantity of Asphalt Concrete MixturePrI = Profile Index SF = Smoothness Factor

PQ = Final quantity of Asphalt Concrete Mixture, megagramsPrI = Profile Index as mm/km

If PQ is less than 1350 megagrams, SA = 0If PQ is 1350 to 4500 megagrams, SA = 0.1167 - 0.0011 (PrI)If PQ is 4500+ megagrams, SA = 0. 0584 – 0.00053 (PrI)

The smoothness price adjustment will be applied under Item 408(3) Asphalt Price Adjustment.

408-4.06 EVALUATION OF LONGITUDINAL JOINT DENSITY

Longitudinal joint density price adjustments apply when asphalt concrete mixture quantities are equal to or greater than 1350 megagrams. An price adjustment will be based on the average of the joint densities on a project and determined as follows:

1. If project average joint density is less than 91% MSG, apply the following disincentive:

Deduct = ($3.00 per lineal meter) x (lineal meters of paved joint for the entire project) x (91 % – Project Average Joint Density %) x 100 (Note: convert % to decimals in this equation)

2. If project average joint density is greater than 91% MSG apply the following incentive:

Add = ($3.00 per lineal meter) x (lineal meters of paved joint for the entire project) x (Project Average Joint Density % – 91%) x 100 (Note: convert % to decimals in this equation)

The longitudinal joint price adjustment will be included in Item 408(3) Asphalt Price Adjustment

408-5.01 BASIS OF PAYMENT. The accepted quantity will be paid for at the adjusted contract unit price for the pay item listed below, complete in place.

The Asphalt Price Adjustment will be the sum of the price adjustments for each lot, and for fees accrued for failure to cut cores and/or backfill voids left by sampling in the allotted time as outlined in subsection 408-4.02.

Asphalt cement, anti-stripping additives, tack coat, and crack sealing are subsidiary to the asphalt concrete pavement unless specified as pay items.

Payment for furnishing and installing joint adhesive and sealing the pavement adjacent to the joints will be paid as Item 408(4) Longitudinal Joint Adhesive and Sealing.

Failure to cut core samples within the specified period will result in a deduction of $100 per sample per day. Failure to backfill voids left by sampling within the specified period will result in a deduction of $100 per hole per day. The accrued amount will be subtracted under Item 408(3) Asphalt Price Adjustment.



408(1) Asphalt Concrete, Type V Megagram

408(2) Asphalt Cement, Grade PG 64-28 Megagram

408(3) Asphalt Price Adjustment Contingent Sum

408(4) Longitudinal Joint Adhesive and Sealing Meter

SECTION 501

STRUCTURAL CONCRETE

Special Provisions

501-3.01 PROPORTIONING. Add the following:

1d. For Class A and AA, the concrete mix design shall conform to Table 501-1 for the class of concrete specified. A Professional engineer shall certify that the design strength values comply with ACI 214. Structural concrete shall also conform to the following applicable ACI specifications.

ACI 211.1 for normal concreteor

ACI 211.3 for no slump concrete

Concrete mix designs shall be submitted to the Materials Engineer for approval with supporting documentation and process control data of the aggregates. Admixtures shall be noted as well as an exception requested to the values listed in Table 501-1 or to the specifications. Minimum design strengths are shown on the drawings, if not shown shall be 27.6 Mpa.

Pending 28 day strength results, a mix design may be approved on the basis that the 7 day compressive strength equal or exceed 85% of the minimum strength requirements, provided no accelerators or Type III cement has been used.

Begin production only after the mix design is approved.

SECTION 504

STEEL STRUCTURES


Special Provisions

504-3.01 FABRICATION Delete item 8. Welding in its entirety and substitute the following:

8. Welding. Perform welding and Nondestructive Examination (NDE) as specified or shown on the Plans to meet ANSI/AASHTO/AWS Bridge welding Code D1.5, except meet AWS D1.1 when welding steel poles, piles, tubes, railing, grates, grate frames, deck expansion joints, and existing structures.

Before welding, submit for approval a welding plan consisting of the following:

a. Quality Control personal qualificationsb. Welding Procedure Specifications (WPS)c. Procedure Qualification Records (PQR)d. Welder Performance Qualification Records (WPQR) with documentation

of current welder certification.e. Names and qualifications of the NDE techniciansf. Type and extent of NDE to be conducted, as required in the specifications

and as shown on the approved shop drawings.

Perform Quality Control inspection necessary to ensure the materials and workmanship meet the requirements of the contract documents.

Correct deficiencies in materials and workmanship revealed by Quality Control and Quality Assurance inspections without additional compensation.

Furnish completed Quality Control inspection documents to the Quality Assurance representative designated by the State.

Follow Charpy V-notch impact test requirements as shown in the Plans, except that the impact energy values for filler metals must not be less than that of the base metals to be joined, when tested at the same temperature as the base metal.

SECTION 507

BRIDGE RAILING


507-2.01 MATERIALS. Add the following:

4. Grout subsection 701-2.03

(6/30/04)E13

SECTION 602

STRUCTURAL PLATE PIPE

Special Provisions

602-1.01 DESCRIPTION. Add the following: This work shall also consist of installing concrete collars as shown in the plans.


Concrete Section 501Reinforcing Steel Section 503

602-4.01 METHOD OF MEASUREMENT. Add the following: Concrete collars will not be measured for payment.

602-5.01 BASIS OF PAYMENT. Add the following: Concrete collars will not be paid for directly but will be subsidiary to item 602(2A).

SECTION 603

CULVERTS AND STORMDRAINS

Special Provisions

603-1.01 DESCRIPTION. Add the following: This work shall also consist of installing culvert marker posts.

603-2.01 MATERIALS. Delete the second paragraph and substitute the following: When Item 603(17-xx), Pipe, is listed in the bid schedule, furnish either Corrugated Steel Pipe (CSP) or Reinforced Concrete Pipe. Corrugated Polyethylene Pipe is not allowed. End Sections for Metal Pipe must be of the same material as the pipe.

Add the following: Culvert marker posts shall meet the requirements of subsection 730-2.05 Delineator Posts, for item 2. Flexible Posts. The color shall be blue with no other markings. The 65 mm by 1800 mm post shall be rectangular in cross section with reinforcing ribs capable of a minimum bending radius of 230 mm. (8/27/03)R42M

603-3.03 JOINING PIPE. Delete item 3 under subparagraph a “Primary Band” under paragraph 2 “Metal Pipe” and substitute the following:

3) Bands for pipe with diameters greater than 750 mm shall have a minimum width of 1.2 m. (2/7/00)R125M98

603-3.06 CULVERT MARKER POSTS. Add the following subsection: Culvert marker posts shall be installed on the approach side of storm drain outfalls 750 mm and smaller, field inlets not in paved parking lots, end sections to cross culverts or as directed by the Engineer. 1070 mm of post shall remain above the ground after driving.

603-4.01 METHOD OF MEASUREMENT. Add the following: Culvert marker posts will not be measured for payment.

603-5.01 BASIS OF PAYMENT. Add the following: Culvert marker posts will not be paid for directly, but will be subsidiary to pipe items.

SECTION 604

MANHOLES AND INLETS

Special Provisions

604-1.01 DESCRIPTION. Add the following: This work also consists of furnishing and installing inlet grates and frames in conformance with the Plans and Specifications.

604-3.01 CONSTRUCTION REQUIREMENTS. Add the following after the third sentence: Any proposed access manhole that falls within a concrete sidewalk or asphalt pathway must have a lid with a rough cobbled grit surface, or be specifically designed to hold a minimum of 25 mm concrete or asphalt, as applicable.

Under the heading “Reconstruct existing manhole by using one or more of the following methods,” add the following:

6. Remove and dispose of the existing reducing slab and adjustment rings and install a new cover slab.

Add the following: Notify the Engineer a minimum of 7 days before removing the frame and grate. The Engineer will notify ADOT&PF M&O (907-224-3086) and have a M&O representative physically identify frames and grates to be salvaged. Deliver frames and grates designated to be salvaged to the ADOT&PF M&O yard located in Seward. Frames and grates not designated for salvage by ADOT&PF M&O shall become the Contractor’s property.

When installing new pipe in an existing manhole, cleanly cut a hole by approved means at the invert elevation given on the plans and 50 mm larger than the outside diameter of the new pipe. Then, grout joint with non-shrinking cement mortar.

Curb inlet structures shall have a 75 mm formed hole approximately 0.6-m below the top of casting on the project centerline side to provide for direct drainage during subgrade construction to avoid embankment saturation. Keep the openings functional. This may require temporary dikes, RMC extensions, etc., as necessary. Fill these holes with grout upon final paving.

Cast standard drainage structure steps during structure pour or install them before concrete hardens. (09/11/03)R43M98

604-4.01 METHOD OF MEASUREMENT. Add the following: Frames, grates, and lids will not be measured for payment. (09/11/03)R43M9

604-5.01 BASIS OF PAYMENT. Add the following: Frames, grates, and lids are subsidiary to the drainage structure. (09/11/03)R43M98

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SECTION 606

GUARDRAIL

Special Provision

606-1.01 DESCRIPTION. Add the following: This work shall also include furnishing and installing steel bollards.


606-2.01 MATERIALS. Delete “Flexible Markers” in its entirety and substitute the following:

Flexible Markers. Use flexible markers that have an over all length of 1800 mm and have a flag at the top. The marker shaft shall have a coil spring at the bottom. The shaft and spring shall be one piece and made from galvanized spring steel. The flexible marker shall have an orange HDPE flag which provides approximately 129 square centimeters of surface area. Use attachment hardware made of either stainless or galvanized steel.

The following is an example of an acceptable flexible marker:

Model: FF2

Manufacture: Nordic Fiberglass, Inc.P.O. Box 27Highway 75 SouthWarren, MN 56762(218) 745-5095

If using another flexible marker, submit specifications to the Engineer for approval prior to ordering the markers. (03/14/00)M88

Special Provisions

606-2.01 MATERIALS. Add the following

Steel tubes, plates and shapes ASTM A 36

606-3.01 GENERAL. Replace the second sentence of the first paragraph with

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the following: Conform to these Specifications and the Standard Drawings with the following exception. Modify Standard Drawing G-20.10 to allow an offset of only 450 mm for the ET-2000. (05/12/04)R266M98


606-3.01 GENERAL. Add the following: Treat field cuts to timber posts and blocks according to AWPA standard M 4. (10/19/98)M 67

606-3.05 TERMINAL SECTIONS. Delete the fourth paragraph (flexible markers) in its entirety and substitute the following:

Attach flexible markers, in a vertical position, to the last post of each guardrail terminal using two pipe bracket holders spaced 300 mm apart. Attach to wooden guardrail posts with wood screws and to steel guardrail posts with hex bolts. (03/14/00)M88

Special Provision

606-3.06 REMOVAL AND RECONSTRUCTION OF GUARDRAIL. Add the following: Guardrail removed and to be replaced with new guardrail shall have the entire new run installed within 7 calendar days after removal.

Guardrail located within 15 m of bridge ends shall have the new guardrail installed by the end of the shift in which the existing guardrail is removed. (10/17/02)R45aM98

606-3.07 REMOVAL AND DISPOSAL OF EXISTING GUARDRAIL. Delete the last sentence and substitute the following: Notify the Engineer a minimum of 5 days before removing guardrail for disposal. The Engineer will notify ADOT&PF M&O (907-224-3086) and have a M&O representative physically identify portions of guardrail to be salvaged. Deliver guardrail and associated hardware designated to be salvaged to the ADOT&PF M&O yard located in Seward. Remaining items removed become the Contractor’s property. (06/12/03)R259M98

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Special Provisions


606-3.09 STEEL BOLLARDS. Steel bollards shall be of steel conforming to the requirements of ASTM A36 and shall be galvanized according to the requirements of AASHTO M 111. Galvanizing shall be done after fabrication.

606-4.01 METHOD OF MEASUREMENT. Delete the third paragraph and replace with the following: Steel bollards will be measured per each complete installation as shown on the Plans.

606-5.01 BASIS OF PAYMENT. Add the following pay item:


606(17) Steel Bollard Each

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SECTION 607

FENCES

Special Provisions

607-1.01 DESCRIPTION. Add the following: This work shall also consist of installing decorative fence/barrier.

This work also includes installing pedestrian guardrail. This consists of prefabricated metal rail panels constructed from welded steel tube and perforated plate, welded steel tube posts, and necessary stainless steel hardware required for installation.


607-1.02 SUBMITTALS. Provide submittals for metal fabrications and supplementary structural items as follows:

1. Shop Drawings: Metal fabrications including welding and fabrication information.

2. Specific instructions for all phases of installation including hole size, fasteners, preparation, placement procedures and instructions for safe handling of anchoring systems.

3. Sample of powder coat finishes (100 mm x 100 mm min. each color) to be approved before submittal of Guardrail Panel and Post according to Item 4 below.

4. One complete “Type B” guardrail panel and one guardrail post before manufacturing the remaining pedestrian guardrail.


Pedestrian Guardrail Railing subsection 710-2.12


607-3.01 CONSTRUCTION REQUIREMENTS. In the ninth paragraph, change “minimum” to “maximum”. (06/25/99)M 73

Special Provisions

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607-3.01 CONSTRUCTION REQUIREMENTS. Add the following: Decorative fence/barrier shall be installed as shown on the Plans. Welding for Decorative fence/barrier shall meet subsection 504-3.01.

Install pedestrian guardrail as shown on the Plans and according to the following:

1. Fabrication:

a. Finish exposed surfaces smooth and uniform. The guardrail shall be free of warps, kinks, dents, scrapes and other damage.

b. Fabricate horizontal elements perpendicular to vertical elements. Construct vertical elements such that they will be plumb when installed.

c. Drill metalwork as required for attaching hardware or other materials.

d. Provide vent holes as required in inconspicuous locations. Show locations on shop drawings for approval. After powdercoating, fill vent holes with a custom tinted caulk, type as recommended by the powdercoat powder manufacturer.

e. Fabricate perforated steel plates with a border along the outer edge. The width of the border shall match that of perforated steel plate fabricated and installed during earlier works in this phase. The border width shall be the same for the panels. Ensure that no partial perforations are exposed along the edges of the plates. The perforated plates for panels B and C shall have identical symmetry and location of perforations. Fabricate the perforated plate for panel E identical to panels B and C except panel E is to be shortened on the left hand edge. Perforations for panels A and D shall be symmetrical along a vertical mirror line to the adjacent panels B or C.

f. Round sharp edges to small uniform radii. Grind burrs, jagged edges and surface defects smooth. Flame cutting is not permitted.

g. Package and clearly tag parts and assemblies in a manner that will protect them from damage and facilitate identification and field assembly.

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2. Assembly:

a. Fabricate as shown on Plans.

b. It is the fabricator’s responsibility to ensure that measurements shown on Plans match the dimensioning required for field installation within tolerances given.

c. Weld connections and grind exposed welds smooth.

d. Use fasteners as shown or scheduled.

e. Grind cut edges smooth and straight. Remove fins and ensure smooth surface with no sharp edges on perforated plate.

3. Finish: Refer to the Plans for colors of finish. Apply powder coating using the following seven step process to provide an acceptable finish:

a. Blast clean to SSPC10, with a surface profile of no greater than 1.5 mils.

b. Etch surfaces with an iron phosphate treatment to remove foreign material

c. Rinse with clear water

d. Rinse with nonchrome seal

e. Oven dry surfaces before powder coating

f. Electrostatically apply powdercoat base of zinc rich epoxy primer and partially cure

g. Electrostatically apply final surface finish of polyester powder to a thickness of 3 mils and bake to proper cure schedule

Use polyester material meeting AAMA 605.2 performance standards for powder coating.

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4. Welding:

a. Meet requirements of ANSI/AWS D1.1 for techniques of welding employed, appearance, quality of welds made, and the methods of correcting defective work.

b. Meet visual acceptance standards of ANSI/AWS D1.1, paragraph 6.9. Grind welds smooth to required size and ensure they are free of putty, pits, pinholes and debris.

c. Complete welding before applying finish.

d. Provide continuous welds unless shown otherwise.

5. Installation:

a. General: Install metal fabrications plumb or level, accurately fitted, free from distortion or defects.

Install manufactured products according to manufacturer’s recommendations.

Allow for erection loads, and for sufficient temporary bracing to maintain true alignment until completion of erection and installation of permanent attachments.

Obtain Engineer’s acceptance before site cutting or making adjustments not scheduled.

Construct railing to the line and grade shown on the Plans. Ensure that the rail does not reflect any unevenness of the bridge structure.

b. Erection Tolerances: Correct variations from horizontal alignment with Guardrail Post adjustment mechanisms and natural rubber washers for panel attachment mechanism (matching washers shown on the Plans). Total correction utilizing natural rubber washers shall not exceed 8 mm (including thickness of natural rubber washer required for expansion).

Vertical variation from plumb or correct elevation should be corrected via the post leveling plate and should not vary more than 2 mm from plumb or correct elevation.

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It is the fabricator’s responsibility to ensure that measurements as shown on the Plans match

607-4.01 METHOD OF MEASUREMENT. Add the following: Decorative fence/barrier will be measured per meter of fence/barrier installed.

Pedestrian Guardrail. By the meter measured along the bottom of guardrail panel.

607-5.01 BASIS OF PAYMENT. Add the following: Payment for decorative fence/barrier shall include labor, material and equipment necessary to install the decorative fence.

Class W concrete for post footings is subsidiary.

Payment for Item 607(7) shall be at the Contract unit price for rail shown in the Bid Schedule. Payment shall be full compensation for labor, material, and equipment necessary to fabricate and install the pedestrian guardrail according to these Special Provisions and as shown in the Plans.

Add the following pay item:


607(7) Pedestrian Guardrail Meter

607(10) Decorative Fence/Barrier Meter

(2/03/05)LDN

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SECTION 608

SIDEWALKS

Special Provisions

608-1.01 DESCRIPTION. Add the following: This work also consists of providing equipment, materials and labor necessary to install cast in place Patterned Concrete and concrete stairway. Patterned Concrete shall be imprinted concrete as shown on the Plans.

608-2.01 MATERIALS. Add the following: Use PG 52-28 asphalt cement in the asphalt concrete pavement mix for asphalt sidewalks, and shall conform to the requirements of subsection 702-2.01, Asphalt Cements. Aggregate shall meet the gradation requirements of subsection 703-2.04, Aggregate for Plant Mix Asphalt Pavement, for Asphalt Concrete Type II, Class B. In addition, the asphalt concrete shall conform to the following:

Marshall Stability, pounds, minimum 4500 NVoids, Total Mix, percent 3-5 %Compaction Blows per Side 50

Patterned Concrete shall conform to Section 501, Structural Concrete, Class A, except that subsection 501-3.02 Batching is modified as follows:

Under item 3. Aggregates, delete the third paragraph.

Add the following: For Patterned Concrete, concrete shall be Class A with the following modification:

1. Air Entrainment – 4 to7 percent. Air entraining agents complying with ASTM C 260 may be used.

2. Imprint Patterned Concrete pavement using Bomanite imprinting system or approved equal. Color for patterned concrete shall be Bomanite Integral color “Thistle Brown” (4B) with color hardener treatment using Bomanite Color Hardener Carmel (B11). “Or equal” colors and hardeners shall be approved by the Engineer before use.

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3. Concrete shall be imprinted using Bomanite pattern “Belgian Block” or a finishing tool providing a finish closely matching pattern and texture of Bomanite Belgian Block.

608-3.01 CONCRETE SIDEWALKS. Add the following: Patterned Concrete shall be placed in such a fashion that a uniform appearance and texture will be maintained along the length of the sidewalk. Significant difference in texture, pattern or appearance between two adjacent concrete panels, or from the sample panel, will result in the removal and replacement of concrete panels by the Contractor at no additional cost.


608-3.03 SIDEWALK RAMPS. Delete this subsection and substitute the following:

608-3.03 CURB RAMPS. Construct curb ramps according to the details and locations shown on the Plans. Follow the construction requirements of subsection 608-3.01. Give the exposed concrete surface a coarse broom finish. Install detectable warnings. (01/01/06)M117


608-3.04 DETECTABLE WARNINGS. Construct detectable warnings according to the details and the locations shown on the Plans. Install detectable warning tile by embedding tile flanges into cast in place concrete construction so there are no vertical changes in grade exceeding 6 mm or horizontal gaps exceeding12 mm. Align pattern on a square grid in the predominant direction of travel. Install Armor-Tile ADA-C Series tactile detectable warning tile made of composite materials, safety yellow color, slip resistant surface, full length flanges on bottom, and with truncated dome pattern, or approved equal.

Detectable warnings shall be manufactured and installed in according to the Americans with Disabilities Act Accessible Guideline. (01/01/06) M117

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Special Provisions


608-3.05 PATTERNED CONCRETE. In addition to meeting the requirements of Section 501, the Patterned Concrete shall include excavation, compaction, steel reinforcement, dowels, construction, and expansion joint materials, patterned concrete and incidental work required to complete work per the plans. The Patterned Concrete shall be installed before asphalt paving.

Protection of Patterned Concrete. When asphalt paving, observe the following requirements:

Do not place the asphalt pavement until the concrete has cured enough to prevent damage from the paving operation.

When crossing over the concrete surface with vibratory rollers, turn the vibrator off.

Place, spread, and roll the asphalt so that the concrete will not be damaged.

Cover the concrete surface with kraft paper or other approved material, suitable to withstand high asphalt temperatures and vehicle traffic to protect the concrete surface from contaminants.

Before final acceptance, the Contractor shall repair damaged concrete and clean surface contamination at his expense, to the satisfaction and approval by the Engineer.

608-4.01 METHOD OF MEASUREMENT. Delete entire subsection and replace with the following: Measure according to Section 109 and as follows:

Concrete Sidewalk. By the square meter of finished.

Asphalt Sidewalk. By the megagram of asphalt mixture placed or by the square meter of finished surface, including curb ramps.

Bed Course Material. By the megagram according to subsection 109-1.02, or by the cubic meter measured in final position. (03/02/05)

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Curb Ramp. By each installation, complete in place, including construction of the ramp runs, flares, composite detectable warning tiles backing curb and landings necessary to provide a single street level access. (06/11/02)R256M98

Concrete Stairway. Will not be measured for payment.

Patterned Concrete. Will be measured by the square meter of finished surface.


608-5.01 BASIS OF PAYMENT. Replace Item: “608(6) Sidewalk Ramp” with 608(6) Curb Ramp. (03/28/03) M102

Special Provisions

608-5.01 BASIS OF PAYMENT. Add the following: Payment for Patterned Concrete will be full compensation to complete the item. No separate payment will be made for surface preparation, or the test panel, these items will be considered subsidiary to Item 608(17B) Patterned Concrete.

Backing curb, will be subsidiary to Item 608(6) Curb Ramp.

The composite detectable warning tiles are subsidiary to item 608(6) Curb Ramp. (06/11/02)R256M98

The work to install detectable warnings in the asphalt sidewalk at ‘C’ 2+849.9, ‘C’ 2+880.0, ‘C’ 3+055.0, and ‘C’ 3+200 will be paid under Item 608(6) Curb Ramp. Payment will be full compensation for furnishing materials, surface preparation, labor, equipment, and incidentals necessary to complete the work as specified.

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608(1a) Concrete Sidewalk Square Meter

608(6) Curb Ramp Each

608(17) Concrete Stairway Lump Sum

608(17B) Patterned Concrete Square Meter

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SECTION 610

DITCH LINING

Special Provision

610-2.01 MATERIALS. Replace subsection with the following: Material shall conform to the requirements of AASHTO Standard Specification M43-88, Size 1.

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SECTION 615

STANDARD SIGNS

Special Provisions

615-2.01 MATERIALS. Under item 1. Delete the first sentence and substitute the following: Unless Shop Drawings have been provided in the Contract, submit signs requiring the use of the Alaska Sign Design Specifications (ASDS), the Department of Transportation and Public Facilities - Sign Face Fabrication Requirements, and the Alaska Traffic Manual, letter width and spacing charts for approval before fabrication.


615-2.01 MATERIALS. Replace the first paragraph of Item 2, including subitems a., b., and c. with:

2. Sign Fabrication. Use Type IV reflective sheeting (for lettering, symbols, borders, and background) on sheet aluminum panels for signs except the following:a. Orange Background Signs: Use either Type II or Type III orange

reflective sheeting, or use Type VIII or Type IX fluorescent orange reflective sheeting. For temporary installations place reflective sheeting on sheet aluminum, plastic, or plywood panels.

b. Railroad Crossbucks and Vertical Crossbuck Supports: Use white Type VIII or Type IX reflective sheeting background of sign and strips.

c. Non-Illuminated Overhead Signs with White Legends on Green Backgrounds: Use Type IX reflective sheeting for legends and background. Create the legend in one of the following ways:

(1) Cut border and legend from white Type IX reflective sheeting and adhere to a green Type IX background, or(2) Cut stencil of border and legend out of green transparent acrylic film and use transparent adhesive to overlay the film on a white Type IX reflective background.

d. Fluorescent Yellow-Green School Area Signs: Use Type VIII or Type IX reflective sheeting for background.(01/01/06)M118

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Special Provision

615-2.01 MATERIALS. Under item 2. Delete the last paragraph.


615-2.01 MATERIALS. Add the following paragraph: Reflective Sheeting Warranty. Supply manufacturer’s warranty for reflective sheeting including retention of fluorescent yellow-green (measured according to ASTM E 2301) for ten years according to the following criteria:

Minimum Fluorescent Luminance Factor YF: 20%Minimum Total Luminance Factor YT: 35%

The warranty shall stipulate that: If the sheeting fails to meet the minimum fluorescence values within the first 7 years from the date of fabrication, the manufacturer shall, at the manufacturer’s expense, restore the sign surface to its original effectiveness. If the reflective sheeting fails to meet the minimum fluorescence values within the 8th through 10th year from the date of fabrication, the manufacturer shall, at the manufacturer’s expense, provide enough new replacement sign sheeting to the Department to restore the sign surface to its original effectiveness. (01/01/06)M118

615-3.01 CONSTRUCTION REQUIREMENTS. Delete item 1 and substitute the following:

1. Install signpost foundations according to subsection 660-2.03.

Delete item 7 and substitute the following:

7. Notify the Engineer 5 days before beginning sign salvage activities. At that time, the Engineer will physically identify those signs to be salvaged. For each sign so designated, disconnect sign post from panel. The panels shall then be grouped together in a manner to preclude damage. Posts shall also be grouped together as with hardware in a workmanlike manner. Deliver sign panels, posts and hardware to the State Maintenance Yard located in Soldotna. Do not deliver salvaged materials until inspected and approved by the Engineer. Replace panels, posts and hardware damaged during salvaging or delivery with new panels, posts and hardware at no additional cost to the Department.

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Remove and dispose of project signs and/or parts designated for removal and not selected for salvage.

Dispose of foundations from salvaged existing signs in a manner approved of by the Engineer (remove and dispose, abandoned in place, or otherwise disposed). If they are abandoned in place, the tops of the foundations, reinforcing steel, anchor bolts, and conduits shall be removed to a depth of not less than 300 mm below roadway subgrade or unimproved ground, whichever applies. Signs and posts at a single installation shall be considered as one unit.

615-3.02 SIGN PLACEMENT AND INSTALLATION. Add the following: Do not remove existing signs without authorization from the Engineer. (05/16/01)R50M98


615-4.01 METHOD OF MEASUREMENT. Under “Standard Signs and Object Markers.” in fourth sentence delete: “Actual areas for signs will be measured, except” and capitalize the remaining portion: “Octagons and round signs will be measured as rectangles.” (07/03/03)M106

Special Provisions

Add the following to the second paragraph: Concrete used for a sign base is considered subsidiary to other work under this Section.

615-5.01 BASIS OF PAYMENT. Add the following: No separate payment for keeping existing signs in service until they are no longer needed or temporary relocation of existing signs will be made. This work is subsidiary to Item 615(1) Standard Sign.

No separate payment for removal of existing sign post foundations, or work required to abandon them in place will be made, but shall be subsidiary to Item 615(1) Standard Sign.

No separate payment for salvaging activities detailed in subsection 615-3.01 will be made. This work will be subsidiary to Item 615(1) Standard Sign. (05/16/01)R50M98

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SECTION 618

SEEDING

Special Provisions

618-1.01 DESCRIPTION. Delete this subsection and substitute the following: Areas shown on the plans, and other areas directed by the Engineer, shall be overlaid with topsoil and seeded. This work shall consist of tracking the soil, followed by the two step application of seed and mulch tracer, followed by an application of fertilizer and water. It is intended to provide a living ground cover as soon as possible on slopes and provide good ground seed contact.

618-2.01 MATERIALS. Add the following to the list of material specifications:

Mulch subsection 727-2.01

618-3.01 SOIL PREPARATION. Add the following: Seed shall be applied as detailed below immediately after the shaping of the slopes. Slopes to be seeded shall be covered with topsoil according to Section 620 and prepared by “walking” a dozer transversely up and down the slopes, or graded with a scarifying slope board. The resultant indentations shall be perpendicular to the fall of the slope. This should be completed as soon as topsoil is placed on the slopes. The Contractor may round the top and bottom of the slopes to facilitate tracking and to create a pleasing appearance, but drainage flow lines shall not be disrupted. Where the fill is adjacent to wetlands, the equipment performing this operation must be kept entirely on the fill slope and must not encroach on the wetlands.

618-3.03 APPLICATION METHOD. Delete the first sentence in subparagraph a., under numbered paragraph 1. Hydraulic Method, and substitute the following: Seeding shall be performed between May 15 and August 15. Apply seed, mulch and fertilizer as follows. Use the method below when applying Seed Mix.

Hydraulic Method Two Step Application

a. First Application : Furnish and place slurry of seed, mulch, and water at the following application rates.

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b. Second Application : Furnish and place slurry of fertilizer and water. This shall be hydraulically applied in between 30 and 40 days after seeding.

Delete the first sentence of subparagraph c., under numbered paragraph 1. Hydraulic Method.

Item Ingredients ApplicationRate (per ha)

Seed Mix,Type A

Bering Hairgrass (Norcoast) or Tufted Hairgrass (Nortron)Red Fescue (Arctared)Annual Ryegrass (Lolium)

25 kg

20 kg5.0 kg

Total=50.0 kg

Seed Mix, Type B

Bering Hairgrass (Norcoast) or Tufted Hairgrass (Nortron)Wainwright Slender WheatgrassAnnual Ryegrass (Lolium)

20 kg

10 kg20 kg

Total 50 kg

Mulch --

<3:1 2241 kg

>3:1 to 2:1 add tackifier 2245-2805 kg

Fertilizer 20-20-10 586 kg

The Contractor has the option of replacing the Type A Mix with the Type B Mix.

The Contractor shall not remove the required tags from the seed bags.

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618-3.04 MAINTENANCE OF SEEDED AREAS. Add the following: A reapplication of fertilizer shall be applied with water between May 1 and June 17 of the year following seeding at a rate of one half the initial application.

At least two waterings shall be done in the second growing season, at least one week apart and one week after fertilization, between May 8th and July 1st.

618-4.01 METHOD OF MEASUREMENT. Delete the second paragraph and substitute the following: Seeding by the kilogram will be the number of kilograms of seed (dry measure) accepted in place. The amount of fertilizer, mulch and water for application used in this work, including required reseeding, will be subsidiary to this item and will not be measured separately for payment. The reapplication of fertilizer specified in 618-3.04 shall also be subsidiary to pay item 618(2).

Delete the third paragraph and substitute the following: Water used in maintenance of seeded area will be measured by the kiloliter, by means of calibrated tanks or distributors, accurate water meters or by weighting. The conversion factor of 1.00 kilogram per liter will be used in converting weights to liters.

Delete the last paragraph.

618-5.01 BASIS OF PAYMENT. Add the following after the first paragraph: Fertilizer, mulch and water for application, including required reseeding, will not be paid for directly, but will be subsidiary to seeding.

The work described under subsection 618-3.01 Soil Preparation is subsidiary to seeding.

Water required for the hydraulic method of application will not be paid for separately, but will be subsidiary to seeding.

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SECTION 620

TOPSOIL

Special Provisions

620-1.01 DESCRIPTION. Replace with the following: This work consists of furnishing and spreading topsoil where shown on the Plans and around the Clear Creek bridge abutments and as directed by the Engineer.

620-2.01 MATERIALS. Delete this subsection in its entirety and substitute the following: Topsoil shall conform to the requirements of Section 726. Use Class B topsoil.

(9/11/96)R53

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SECTION 621

PLANTING TREES AND SHRUBS

621-1.01 DESCRIPTION. Add the following: This work includes brush layering.

621-2.01 PLANT STOCK. Add the following to item 2:

Dormant Willow Cuttings:

Dormant willow cutting shall be comprised of a minimum of 60% Salix barclayi (Barclay’s Willow). Other species may include Salix alaxensis (Feltleaf Willow).

Dormant cuttings are to be between 0.7 m and 1.2 m in length, having between one to two dormant leaf buds approximately 50 mm from the tip of each cutting. The diameter of the cuttings may range from 25.4 mm to 40 mm

If a long storage period is anticipated, collect and store material for dormant willow cuttings greater than 1.2 m in length.

Add the following under Item 5:

Dormant cutting are to be collected in the spring before April 15, before leaf buds break, or after leaves have dropped in the autumn. Cutting are to be placed in cold storage until a time as installation of the brush layering work.

Cuttings shall be harvested using shearing tools only. No chainsaws shall be used. Moldy cuttings or cuttings damaged or showing signs of chainsaw work will be re-jected.

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When harvesting while daytime temperatures remain below freezing store cuttings to stay frozen until planting. Frozen cutting shall be stored with snow, and well wrapped in plas-tic to help reduce drying out. Store willow cutting under refrigerated conditions (-5C to 5C and 60 to 70 percent humidity) until planting. While on site store willow cuttings in water until planting.

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Store dormant cuttings until a time suitable for planting. Cuttings shall be stored in a light tight environment at a temperature (-5C to 5C and 60 to 70 percent humidity). Where such an environment cannot be provided in the form of a structure, burying the willow cuttings into a snow bank is acceptable as long as all parts of the cuttings are covered by snow.

Add the following under Item 6.:

c. Handling and Preparation of Dormant Willow Cuttings :

Take care not to damage, bruise the bark, break, or remove the leaf buds on the dormant cuttings. Before delivery, cuttings shall be cut to final dimensions and will leaf buds present at the top of each piece. Pieces without leaf buds will not be accepted. Cuttings with leaves already present will not be accepted without the approval of the Engineer.

Transport and deliver willow cuttings to the site to prevent wind desiccation during transportation. Cuttings shall be kept cold, away from the sun and not allowed to dry out during the transportation and delivery.

621-3.03 PLANTING. Add the following to Item 1:

Dormant Willow Cuttings: Install dormant willow cuttings according to subsection 621-3.09 Brush Layering Construction Sequence. Plant dormant willow cuttings before July 1st. If the Contractor cannot meet this date, then willow cuttings shall be planted after the first frost by October 1st.

621-3.06 PLANT REPLACEMENTS. Add the following: Replace plants following the same details and specifications as used in the original Contract Documents. Plants, which are dead or dying, shall be replaced immediately, June through September. Replace plants dead at the end of the growing season at the beginning of the following season.

621-3.07 MAINTENANCE. Add the following: The maintenance period for this project for plantings, plant material, brush layering (subsection 621-3.09) shall be one year. The maintenance period for seeding is covered under Section 618 Seeding.

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621-3.09 BRUSH LAYERING CONSTRUCTION SEQUENCE. Construct the Brush Layering, in the following sequence.

1. Bench Preparation:

a. Install and have approved by the Engineer Erosion Control as described in Section 641 before brush layering work.

b. Prepare bench area for construction of Brush Layering by excavating bank as shown on the Plans, and as directed by the Engineer. Excavation is best done when water level is low.

c. Excavate bench so that bench floor angles slightly back into the slope.

d. Stockpile excavated material for use in brush layering construction as approved by the Engineer.

2. Construction of First Lift

Lay the soil stabilization blanket flat on the bench floor. The blanket should ex-tend to the back of the bench. Place stockpiled useable excavation, as approved by the Engineer, onto the blanket to a thickness of 450 mm. Wrap blanket up and over the top of the useable excavation. Pull blanket taut and push to the back of the bench area. Secure blanket in place with stakes as shown on the Plans. Blanket should hold the useable excavation in place.

3. Placement of Dormant Willow Cuttings

a. Once the first lift is complete, place dormant willow cuttings on top of the lift. Make sure that cut ends of willow branches are placed to the back of the bench area. Plant tips or shoots should be pointing out into the creek channel as shown on the Plans. Expose no more than ¼ the total branch length. Place willows in a crisscross pattern. Place 36 willow cuttings per meter of prepared area.

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b. Place topsoil on top of willows to a depth of 100 mm. Lay the blanket back down over the topsoil and willows. Construct the second lift by placing stockpiled useable excavation onto the blanket as shown in the Plans.

c. Repeat steps 3. a. and b. creating lifts with willows and topsoil in between layers until the top of the bank is reached.

d. Complete revegetation of brush layering construction as shown on the Plans.

621-4.01 METHOD OF MEASUREMENT. Add the following: Brush layering shall be measured by the meter of completed construction, including excavation, stockpiling of useable excavation, soil stabilization blanket, topsoil, stakes and dormant willow cuttings.

621-5.01 BASIS OF PAYMENT. Add the following pay items:


621(11) Brush Layering Meter

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SECTION 622

REST AREA FACILITIES

Special Provisions

622-1.01 DESCRIPTION. Add the following: This work consists of removing and reconstructing boardwalks.

622-2.09 TREATED TIMBER. Replace with the following: Treatment shall color the wood green and meet Section 714.


622-2.13 FASTENERS. Commercial quality and type of nails and screws as required to securely hold members in place according to the National Design Specifications. Nails shall be hot dipped galvanized. Screws shall be corrosion resistant and rated for outdoor use. Nails and screws used below grade shall be stainless steel.

622-2.14 END CUT PRESERVATIVE FOR TREATED TIMBER. Shall meet Section 714, and match treated timber color.

622-3.08 BOARDWALK. Framing shall be true and exact. Fabricate so wood has uniform appearance. Treat cuts with end cut preservative according to manufacturers directions.

622-4.01 METHOD OF MEASUREMENT. Add the following:

622(17) Boardwalk, Reconstruct. No measurement of quantities.

622-5.01 BASIS OF PAYMENT. Add the following: Payment for Item 622(17) shall be full compensation for work and materials required for removing and reconstructing boardwalks including the concrete footings.



622(17) Boardwalk, Reconstruct Lump Sum

SECTION 626

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SANITARY SEWER SYSTEM

Special Provision

626-2.01 MATERIALS. Replace with the following: Use materials that conform to the following:

Bedding and Backfill subsection 204-2.01Pipe Section 707

626-3.01 CONSTRUCTION REQUIREMENTS. Add the following after the second paragraph:

The Contractor shall provide temporary rerouting of sewer while the permanent reroute is being made.


626-3.08 AS-BUILT PLANS AND WORKING DRAWINGS. The Contractor shall maintain a complete and accurately dimensioned record of deviations, deletions, additions, and alterations from and to the Plans and Specifications, to indicate the work as actually installed. This as-built information shall be recorded on a print of the Plans affected and on the applicable pages of the Specifications with supplementary notes. The Contractor shall keep a record set of Plans and Specifications showing record conditions of conduit and appurtenances installed. Conduit and appurtenances shall be referenced by stationing, showing design line and grade, and as-built line and grade.

When the sanitary sewer system is completed, the Contractor shall certify the accuracy of the construction survey notes by a professional Land Surveyor and of each revision on the Plans and in the Specifications by a professional Engineer and deliver to the Engineer before final acceptance and payment of the system by the Sewer Utility.


Sanitary Sewer As-Built. By lump sum. No measurement will be made.

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626-5.01 BASIS OF PAYMENT. Add the following: Rerouting is subsidiary to other sewer line work.



626(10) Sanitary Sewer As-Built Lump Sum

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SECTION 627 WATER SYSTEM

Special Provisions

627-1.01 DESCRIPTION. Add the following: The work under this Section shall include construction and testing of water systems for acceptance by the City of Seward.

The Contractor shall provide asbuilt drawings according to the conditions prescribed herein.

Municipality of Anchorage Standard Details from the Municipality of Anchorage Standard Specifications for Street-Drainage-Utilities-Parks (1994) shall be utilized for construction of the proposed water system. Relevant standard details are included in Appendix C and referred to herein as “Standard Details”; these details are provided in English units.

In conjunction with working around and/or adjusting the City of Seward water valves, the Contractor shall exercise due care. Before beginning of work by the Contractor, the City of Seward Department of Public Works will check and correct deficiencies that may exist to a valve or valve box. The Engineer and Contractor shall witness the condition and location of each valve or valve box. Failure to participate in the inspection by the Contractor will result in forfeiting rights to deny damages at a later date during the course of the work. Notice that the Contractor is ready for the above inspection shall be provided in writing to the City of Seward Department of Public Works and shall be submitted giving at least 48 hours notice. The Contractor shall furnish a copy of the notice to the Engineer.

It shall be the Contractor’s responsibility to protect and maintain valves and valve boxes in an operable condition during phases of construction. If at any time after the inspection as outlined above, and before final acceptance, the City of Seward finds a valve or valve box damaged or rendered inoperable, the Contractor shall repair it at the Contractor’s expense.

The locations of the existing water utility shown on the Plans are not exact. The Contractor shall be responsible for work required to locate the existing water mains and water services for connection as shown on the Plans. No additional compensation shall be allowed for discrepancies in the water utility locations.

Materials in direct contact with potable water shall be approved for that use by the National Sanitation Foundation (NSF) according to NSF Standard 61.Piping, flux, and solder used in construction of the water system shall be lead free.


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Pipe Bedding

100 mm Piping and Smaller: subsection 703-2.07 (Selected Material, Type A, with 100% of particles passing the 25 mm sieve)

Piping Larger Than 100 mm: subsection 703-2.07 (Selected Material, Type A, with 100% of particles passing the 50 mm sieve)

Water Conduit

Subsection 707-2.05 (Ductile iron pipe, Class 52). Pipe joints shall be push on rubber gasket type conforming to AWWA C111.

Restrained Joints

Restrained joint pipe shall utilize EBAA Iron “MEGALUG” or approved equal. Install at fittings and adjacent pipe joints according to manufacturer’s instructions.

Restrained mechanical joints are required at fittings, valves, and appurtenances. The Contractor shall provide manufacturer submittals for each type of thrust restraint to be used. Submittals shall include thrust restraint calculations and other appropriate data. Tie back rods and/or tie back rod and shackle assemblies shall not be acceptable as restrained joints or restraining system for fittings, piping, deflection points, or inside casings.

Butterfly Valves

Butterfly valves shall be of the rubber seated tight closing type. They shall meet or exceed the performance requirements of AWWA C504 for operational pressures of 1035 kPa working pressure and 2070 kPa hydrostatic pressure.

Mechanical joint valve ends shall be according to AWWA C110/ANSI 21.10 and AWWA C111/ANSI 21.11, and “Short Body” according to the requirements of Table 2 of AWWA C504. Accessories (bolts, glands, and gaskets) shall be supplied by the valve manufacturer.

Valve must use full AWWA C504 Class 150 B valve shaft diameter and full Class 150 B underground service operator torque rating throughout entire travel to provide capability for operation in emergency service.

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Valve body shall be high strength cast iron ASTM A126 Class B. For valves with the rubber seat mounted on the disc, the mating surface in the body shall be 304 or 316 steel. For valves containing the rubber seat in the body, the method of seat retention shall be according to the requirements of AWWA C504, except that no retaining fasteners or other hardware shall be permitted in the flow stream.

Valve operators shall be of the traveling nut type, sealed, gasketed, and lubricated for underground service and capable of withstanding an overload input torque of 610 N-M. at full open or closed position without damage to the valve or valve operator. The number of turns to operate the valve shall be a minimum of two turns per 25 mm of valve diameter for 90 degrees of closure travel at a maximum pull of 356 N. Valves shall open counterclockwise and be equipped with 50 mm square AWWA operating nut.

Butterfly valves 508 mm and less: The valve shaft shall be one piece extending full size through valve bearings, disc and shaft seal. In the event that the shaft is turned down to fit connections to the operator, the limits of AWWA C504, Sec. 3.3.2 shall be strictly observed. Carbon steel shafts, if used, shall have 304 or 316 stainless steel journals with static seals to isolate the interior of the disc and the shaft from the water.


627-3.01 GENERAL. Add the following to the second paragraph: No more than 90 M of trench shall be open at any time while constructing the water system, unless authorization is obtained from the Engineer. Trench excavations shall be backfilled to original grade at the end of each working day, except that a “bell hole” leaving the end of the pipe exposed may be left open provided it is properly signed and barricaded.

Add the following to the fourth sentence of the third paragraph: "so proper alignment and/or grade may be determined before the pipe sections are laid in the trench and backfilled."

Add the following to the third paragraph: The Contractor is hereby notified that certain utility companies currently have facilities within the Project limits.

Locations of utilities shown on the Plans may not be exact. In addition, the Plans may contain omissions of existing utilities. Information shown on the Plans for existing utilities including, but not limited to, water lines, sanitary sewers, storm drains, electric, telephone, cable TV, and fiber optic lines has been provided by others from records or

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field locates and is not the product of the Engineer or the Department. Available record drawings are old and many existing utilities were affected by the 1964 earthquake.

Therefore, it is expected that there will be discrepancies between the actual number and location of utilities from that shown on the Plans and the Contractor is cautioned to approach work accordingly. Claims for time extension or other compensation based on discrepancies or omissions in utility locations will not be considered meritorious and will not be paid or otherwise recognized.

The Contractor shall exert due care to prevent damage to utilities. Should a utility be damaged, the Contractor shall notify the utility company immediately and shall have repaired at the Contractor’s expense damage resulting from construction activities. Damage to utilities shall be repaired to the satisfaction of the utility owner. If a utility owner determines that a utility has to be temporarily raised, lowered, moved, guyed, braced, or otherwise protected during construction, it shall be done at the expense of the Contractor to the satisfaction of the utility company.

Determination as to whether existing piping, conduits or other utility is abandoned will be made by the utility owner in writing upon written request by the Contractor. The Contractor shall allow two working days for a response. If no written confirmation is obtained, the Contractor must assume the facility is operational and shall protect it accordingly. Other utilities shall be protected.

The Contractor shall include in his unit bid prices compensation for delays, repair of damage or other direct and indirect costs associated with the existence of utilities, and the bid prices shall be considered full and complete compensation for such work. The Department shall not be held liable for damages to utilities incurred during construction due to deficiencies or omissions on the Plans or in these Special Provisions.

The Contractor shall bear the expense for changes or relocation of utilities requested by the Contractor for the Contractor’s convenience. Relocation or adjustment of underground utility appurtenances will not normally be performed when the ground is frozen. In addition, the utility companies may prohibit the Contractor, through the Engineer, from working near the utility’s facilities when the ground is frozen.

Delete the fifth and sixth paragraphs and substitute the following: The Contractor shall provide 48 hours advance notification to the Seward Fire Department before interruption of water service to fire hydrants.

The Contractor shall provide 24 hours advance notification to affected property owners, the Engineer, and the City of Seward before interruption of the City of Seward’s water

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service. The Contractor shall provide temporary water service to those property owners with disrupted water service if the interruption exceeds 4 hours duration. No structure within the Project area being served by the City of Seward shall be without water service for a period greater than 6 hours in any 24 hour period.

Add the following:

Work Plan

Before beginning of work to install the water system, the Contractor shall submit to the Engineer for review, a detailed plan for the installation of the new water systems and for removal/abandonment of the existing water system that is to be removed or abandoned. The plan shall be of sufficient detail to clearly indicate the proposed work sequence, schedules, and disruption of water service.

The Contractor shall provide necessary fittings, valves, temporary connections or appurtenances necessary in order to maintain the water distribution system. Costs involved in service changeovers and providing temporary water service shall be subsidiary. The Contractor shall be responsible for damages incidental to the interruption of service that may be due to the Contractor’s operations.

Abandon Existing Pipe and Valves

Existing water pipe to be abandoned as part of this Project shall be abandoned in place as an incidental item of construction. Pipe abandoned in-place shall be plugged at the both ends and at any intermediate cuts, or shall be crushed and backfilled as directed by the Engineer. In those areas where the presence of existing pipe causes a conflict with new or existing utilities or facilities, the pipe may be removed as an incidental item of construction and the ends plugged. Abandoned materials removed and not reused shall become the property of the Contractor, unless specifically addressed otherwise in these special provisions.

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Between Station 1+014 and Station 2+700 and between Station 4+000 and Station 4+128 the existing water pipe to be abandoned in place shall be filled with cement slurry as an incidental item of construction. Cement slurry shall be placed inside the abandoned pipe such that no voids are remaining. The ends of the pipe shall be plugged as noted above.

Existing gate valves to be abandoned as part of this Project shall have the valve box top section, extension piece, and base section removed. Abandoned materials removed and not reused shall become the property of the Contractor.

Rights In and Use of Materials Found on the Work Site

Unless specifically addressed otherwise in these special provisions, existing water valves, tees, bends, and conduit (including ductile iron pipe) removed but not reinstalled, and declared "salvageable materials" shall become the property of the Contractor.

Suspension of Work

The City of Seward, through the Engineer, reserves the right to suspend the water system installation at any time that the Contractor fails to meet the requirements set forth herein until such time as the Contractor makes the corrections. Suspensions of work will not entitle the Contractor to an extension of time for the completion of the Project, and will not entitle the Contractor to extra payment for costs incurred.

Final Acceptance

The Contractor shall, upon completion of work involved, notify the Engineer in writing of completion and request a pre final inspection of the Project. This inspection will be performed in the presence of the Engineer, the City of Seward, and the Contractor. Copies of a list of deficiencies, if any, indicated by this inspection will be furnished to the Contractor for remedial action. When corrective action has been completed, the Contractor shall notify the Engineer, and an acceptance inspection will be performed.

627-3.02 INSTALLATION OF CONDUIT. Add the following to the second paragraph: At a sufficient distance before encountering a known obstacle or tying into an existing pipe, the Contractor shall expose and verify the exact location of the obstacle or pipe so proper alignment and/or grade may be determined before the pipe sections are laid in the trench and backfilled. The costs incurred for removal and realignment of backfilled conduit sections due to improper verification methods shall be borne by the Contractor.

Delete the eighth paragraph and substitute the following: Deflections from a straight line or grade, as required by vertical curves, horizontal curves, or offsets shall not exceed 80% of the manufacturer's recommended maximum deflection. If the alignment requires

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deflection in excess of the above limitations, the Contractor shall furnish special bends to provide angular deflections within the limits allowable. Wherever possible, the Contractor shall achieve the desired deflection by taking advantage of reduced deflections over multiple joints. Short radius curves and closures shall be formed by shorter lengths of pipe, bevels, or fabricated specials.

A maximum 60 mm deviation from design alignment and elevation will be allowed. Both line and grade shall be checked and recorded in a field book for each piece of conduit and appurtenance installed. Scrape away or fill under the body of the pipe to make adjustments to line and grade (do not block or wedging up). The Contractor shall have survey instruments such as transit and level for transferring alignment and grades from offset hubs. The Contractor shall employ a person who is qualified to use such instruments and who shall have the responsibility of placing and maintaining such construction guides. The Contractor shall furnish to the Engineer a copy of the surveyor's record notes for the newly installed conduit and appurtenances. The practice of placing backfill over a section of conduit to provide a platform for the instruments shall be subject to the approval of the Engineer.

A minimum of 3.050 M horizontal separation shall be maintained between water and sewer conduit and services, or water conduit and storm drains (outside of pipe to outside of pipe). Locations having less than 3.050 M minimum separation require an ADEC waiver.

A minimum vertical separation of 450 mm (outside of pipe to outside of pipe) shall be maintained between water and sewer conduit crossings, or water conduit and storm drain crossings. Where a water conduit and storm drain cross with a vertical separation of less than 900 mm (outside of pipe to outside of pipe), the Contractor shall insulate the water main with R-20 insulation board.

Conduit that has the grade or joint disturbed after laying shall be taken up and relaid. Water shall be kept out of the trench until the jointing is complete. No pipe length less than 2.440 M shall be incorporated into the system except those necessary for fire hydrants or valve locations.

The Contractor has the option of using either mechanical or push on joints for conduit installed in trenches, except in those areas where restrained joints are required. Joints shall conform to the requirements of AWWA C600.

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The Contractor will be required to use mechanical joints on fire hydrant leads. The Engineer may check mechanical joints to assure proper torque as specified by the manufacturer.

Two electrical continuity straps shall be installed on each side of a joint for pipes 250 mm in diameter and smaller. Straps shall be welded to a clean, dry surface. Welds and uncoated surfaces shall be coated with a coal tar pitch to the satisfaction of the Engineer.

Live taps for services 50 mm and smaller shall be installed under line pressure, with the main line in service before making the taps.

Water services larger than 50 mm shall be installed with restrained joints.

When existing conduits or utilities, which are not scheduled for removal or abandonment, are encountered in the excavation, they shall be adequately supported and protected from damage.

The Contractor following the completion of the work shall remove sheeting and bracing used in excavation.

Polyethylene Encasement

The outside of ductile iron and cast iron pipe, fittings, valves, valve boxes, and other appurtenances used in water conduit construction shall be encased with one layer of 0.2 mm thick polyethylene encasement. The polyethylene encasement material shall conform to ANSI/AWWA C105/A21.5. The Contractor shall use Method A of ANSI/AWWA C105/A21.5 to install polyethylene encasement. Method A is summarized as follows:

1. Cut polyethylene tube to a length approximately 0.610 M longer than the length of the pipe section. Slip the tube around the pipe, centering it to provide a 0.305 M overlap on each adjacent pipe section, and bunching it accordion fashion lengthwise until it clears the pipe.

2. Lower the pipe into the trench and make up the pipe joint with the preceding section of pipe. A shallow bell hole must be made at joints to facilitate installation of the polyethylene tube.

3. After assembling the pipe joint and testing the bonded joint, make the overlap of the polyethylene tube. Continuity strap welds shall have adequately cooled to 37.8° Celsius prior to overlapping the polyethylene tube. Pull the bunched polyethylene from the preceding length of pipe, slip it over the end of the new length of pipe, and secure in place with tape. (The tape used shall have an adhesive

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specifically designed for superior adhesion to polyethylene film). Then slip the end of the polyethylene from the new pipe section over the end at the first wrap until it overlaps the joint at the end of the preceding length of pipe. Secure the overlap in place. Take up the slack width to make a snug, but not tight, fit along the barrel of the pipe, securing the fold at quarter points with tape.

4. Repair rips, punctures, or other damage to the polyethylene with an approved adhesive tape or with a short length of polyethylene tube cut open, wrapped around the pipe, and secured in place with tape. Proceed with installation next section of pipe in the same manner.

Bedding

Water conduit and water services shall be bedded in material conforming to the requirements of Pipe Bedding. Install bedding material as shown on the Plans. Bedding material shall be placed in uniform layers of not more than 300 mm in depth and compacted to 95% of maximum density according to subsection 203-3.03. The requirement for import bedding will not be waived for this Project.

Thrust Restraint

Concrete thrust blocks and restrained joints of the type specified herein shall be installed where the water conduit changes horizontal or vertical alignment with a tee, cross, bend, or similar fitting. Either poured in place or precast thrust blocks are acceptable, if the minimum base area is sufficient as shown in Standard Detail 60-2. Concrete for thrust blocks shall be as approved by the Engineer. If the Contractor elects to use poured in place thrust blocks, pipe and fittings exposed to concrete shall be double wrapped with 0.1 mm polyethylene film before placement of concrete. Poured in place thrust blocks shall be cured a minimum of 7 days before the application of hydrostatic loads.

Where 45° fittings are used for changes in the vertical alignment of water conduit, piping shall be restrained for a distance of two pipe lengths 11.0 M on either side of the fitting through use of restrained joints. Where 22-1/2° fittings are used for changes in the vertical alignment, piping shall be restrained for a distance of one pipe length 5.5 M on either side of the fitting through use of restrained joints.

Conduit ends left for future connections shall be plugged or capped and anchored as shown on the Plans, or as directed by the Engineer.

627-3.03 FIRE HYDRANTS. Delete this subsection in its entirety and substitute the following:

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The work under this section consists of construction of "L-Base" Fire Hydrant Assemblies, including the fire hydrant leg pipe, auxiliary gate valve, valve box, steam thaw piping, joint restraint, guard posts, polyethylene encasement, leg and barrel pipe, and fire hydrant.

1. Fire Hydrants: Fire hydrants shall conform to the requirements of ANSI/AWWA C502 for Dry Barrel Fire Hydrants. Fire hydrants shall be Mueller Super Centurian. Fire hydrants shall include the following:

a. Fire hydrants shall be supplied with 133.35 mm main valve opening.

b. Furnish single pumper hydrants with a 150 mm ANSI Class 125 standard mechanical joint end with two cast on lugs for tie backs. Furnish double pumper hydrants with a 200mm ANSI Class 125 standard mechanical joint end with two cast on lugs for tie backs.

c. Connections shall be mechanical joint unless otherwise indicated in the Contract Documents.

d. Furnish single pumper hydrants with two 63 mm hose connections and one 114 mm pumper connection. Furnish double pumper hydrants with one 63 mm hose connection and two 114 mm pumper connections.

e. Unless otherwise required, furnish hydrants with a barrel length that will allow a minimum burial depth 2.440 M over top of pipe.

f. The main valves shall be of the compression type, where water pressure holds the main valve closed permitting easy maintenance or repair of the entire barrel assembly from above the ground without the need of a water shut off.

g. Furnish fire hydrants with a breakaway flange that allows both barrel and stem to break clean upon impact from any angle. Traffic flange design must be such that repair and replacement can be accomplished above ground.

h. Paint and coat according to AWWA specifications. After installation, the hydrant section from the traffic flange to the top of the operating nut shall be painted "RED".

i. Operating and nozzle nuts shall be pentagon shaped with 38 mm point to flat measurements.

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j. Hose nozzle threading shall conform to NFPA #194 for National (America) Standard Fire Hose Coupling Screw Threads.

k. Working parts shall be bronze or noncorrosive metal according to the requirements of ANSI/AWWA C502.

l. Hydrants shall be left hand opening (counterclockwise).

m. Hydrants shall have the drain plug removed.

n. Hydrant leg and barrel section shall be wrapped with 0.2 mm polyethylene encasement.

2. Auxiliary Gate Valves: Furnish and install gate valves and valve boxes according to subsection 627-3.05.

3. Leg Thaw Pipe: The leg thaw pipe shall be installed on the left hand side of the hydrant and fabricated into an "L" shape.

The vertical portion shall be 150 mm to the side and 75 mm to the rear of the traffic flange extending 375 mm above finished grade with no perforations. The horizontal portion shall be 150 mm above and 150 mm to the side of the hydrant leg and shall be perforated with 3.2 mm diameter holes, spaced 300 mm apart facing the center of the hydrant leg.

4. Barrel Thaw Pipe: The barrel thaw pipe shall be installed on the right hand side of the hydrant from 150 mm above the hydrant leg and extending 375 mm above finished grade, and installed vertically 75 mm to the rear and 150 mm to the side of the traffic flange. The barrel thaw pipe shall be perforated with 3.2 mm diameter holes spaced 300 mm apart starting 450 mm below finished grade and facing the hydrant barrel. A 6.35 mm machine screw shall be installed 25 mm below the cap to provide identification of the barrel thaw pipe.

5. Tie rods: Unless otherwise detailed on the Plans, pipe joints shall be push on rubber gasket type conforming to AWWA C111. Where specified on the Plans, restrained joint pipe shall be EBAA Iron MEGALUG or approved equal. Restrained joint installation areas shall include joints, fittings, and piping deflection points.

6. Guard Posts: The Contractor shall install four guard posts at each hydrant installation as required on the Plans.

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Hydrants installed but not available for use shall be covered with burlap and securely tied.

Existing hydrants that are removed shall be delivered to the City of Seward Department of Public Works at 434 6th Avenue.

Delete this subsection and replace with the following:

627-3.04 VALVES. Valves shall be installed where shown in the Plans. Valves shall have the interiors cleaned of foreign matter before installation. If the valve is at the end of the line, it shall be plugged before backfilling. The Engineer shall inspect valves, in the open and closed positions to ascertain that parts are in good working condition.

627-3.05 VALVE BOXES. Delete the first and second paragraphs and substitute the following: Valve boxes shall be installed over the valves as shown in the Standard Details, with base section centered over the operating nut of the valve and resting on well compacted backfill. Top section shall be so set as to allow equal movement above and below finished grade. Final elevation to be 6.4 mm below finished grade of pavement unless otherwise directed.

Top of base section shall be approximately on line with nut at top of valve stem, and the entire assembly shall be plumb.

Add the following after the second paragraph: In areas where running sand is encountered, provisions shall be made to restrict sand from entering the bottom section of the valve box.

The Contractor shall expose valve boxes for prefinal and final inspection. After final inspection of the valves located in unpaved areas, sawdust shall be poured directly over the valve box lid and covered with gravel to facilitate location in the future.

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627-3.06 TESTING WATER SYSTEM. Delete this subsection in its entirety and substitute the following: Contractor shall notify the Engineer in writing 48 hours in advance (2 working days) before any test. The Engineer shall be present during tests. Two hours notice in advance of the scheduled time shall be given to the Engineer if the test is to be postponed or canceled.

1. Flushing: Flushing shall be coordinated with the City of Seward Department of Public Works. Newly constructed water conduit shall be "open bore" flushed to remove foreign matter to the satisfaction of the Engineer. A detailed plan for cleaning of the lines shall be submitted to the Engineer for review and approval before beginning of work.

"Open bore" flushing shall be accomplished before hydrostatic testing and disinfection. “Open bore” flushing shall occur at extremities including stubouts and dead ends. The Contractor shall furnish, install and remove fittings and conduit necessary to perform the flushing. Under no circumstances will "open bore" flushing through hydrants or reduced outlets be permitted.

Flushing shall be considered incidental to this work and no separate payment shall be made.

2. Hydrostatic Testing: A hydrostatic test shall be conducted after "open bore" flushing on newly constructed water conduit, service lines, fire hydrant leads and stub outs in the presence of the Engineer and according to the requirements of AWWA C600 unless hereinafter modified. The Contractor, at the Contractor’s option, may either use a pressure test or a leakage test.

The Contractor shall furnish necessary assistance, equipment, labor, materials and supplies, including pressure gauge, necessary to complete the test to the satisfaction of the Engineer. The Contractor shall suitably valve off or plug the outlet to the existing or previously tested water conduit at the Contractor’s expense, before making the required hydrostatic test.

Before testing, air shall be expelled from the conduit. If permanent air vents are not located at high points, the Contractor shall, at the Contractor’s expense, install corporation cocks at such points so the air can be expelled as the conduit is slowly filled with water.

Where a section is provided with poured in place concrete thrust blocks for fittings or hydrants, the hydrostatic test shall not be made until at least 7 days after installation of the thrust blocks unless otherwise approved by the Engineer.

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No hydrostatic test section shall exceed 300 M unless approved by the Engineer in writing.

Main line valves, fire hydrant auxiliary valves, fire hydrant main valves and plugs shall be tested. Intermediate valves within the section being tested will be fully closed and reopened as directed by the Engineer during the actual test. Only static pressure will be allowed on the opposite side of the end valves of the section being tested.

Hydrostatic testing will be performed through test copper. Use of fire hydrants and service connections for testing shall not be allowed.

The hydrostatic pressure shall be a minimum of 1035 kPa (150 psi), and the duration of each hydrostatic pressure test shall be 30 minutes. After the required test pressure has been reached, the pumping will be terminated. If the pressure remains constant for 30 minutes without the aid of a pump, that section of the conduit will not be subjected to further hydrostatic tests.

If a hydrostatic pressure test fails on a section, the Contractor has the option to perform a leakage test on that section. The Contractor shall furnish necessary assistance, equipment, labor, material and supplies, including the test gauge and measuring device, to conduct the test.

Leakage for a newly installed conduit is determined by the following formula:

L = (0.0010)ND(P).05

where: L = Allowable leakage in Liters per hourN = Summation of mechanical and push on joints in length of pipe testedD = Diameter of conduit in millimetersP =Test pressure in kiloPascals

The duration of each leakage test shall be 2 hours and during the test, the conduit shall be subjected to the constant test pressure as defined above. The test pump shall be valved to ensure that constant test pressure is maintained throughout the

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test and excess water will be returned to a storage tank. If the pressure decreases below the required test pressure during the 2 hour period, the preceding portion of that test shall be declared void.

Cracked or defective conduit, gaskets, mechanical joints, fittings, valves or hydrants discovered as a consequence of the hydrostatic tests shall be removed and replaced with sound material at the Contractor's expense. The test shall then be repeated until the results are satisfactory.

In the instance where connection is made to a presently installed water conduit a new valve shall be installed on the connection. The Contractor shall suitably seal off the outlet leading to the presently installed conduit before making the field tests.

3. Continuity Test: The Contractor shall perform electrical conductivity tests on mains less than 300 mm in the presence of the Engineer. The Contractor shall maintain a circuit of 600 amperes DC current for a period of 15 minutes. Return current shall be at least 90% of the input current. The Contractor shall supply equipment necessary to maintain the circuit.

Continuity tests will be through wires brought to the surface or through 19 mm, minimum, copper pipe connected to the main. The use of fire hydrants and valves, as substitutes for wires will not be accepted. Wires brought to the surface to complete the continuity test shall be removed to a depth of 600 mm below finished street grade upon completion of the tests.

627-3.07 DISINFECTION OF WATER LINES. Delete this subsection in its entirety and substitute the following: Portions of the water system shall be disinfected, including valves and stops and a portion of the existing connection system that might have become contaminated during construction activities. Disinfection shall be accomplished after completion of pressure and/or leakage tests in compliance with AWWA C651, Disinfecting Water Mains.

Chlorine shall be used for disinfection, and shall be applied only by one of the following methods:

1. liquid chlorine gas and water mixture,

2. direct chlorine gas feed, or

3. calcium hypochlorite and water mixture.

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Calcium hypochlorite shall be comparable to commercial products known as HTH, Perchloren or Machochlor. The chlorinating agent shall be applied at the beginning of the section adjacent to the feeder connection, ensuring treatment of the entire line. Water shall be fed slowly into the new conduit with chlorine applied in amounts to produce a dosage of 40 to 50 ppm. Application of the chlorine solution shall continue until the required dosage is evident at extremities of the newly laid conduit.

Chlorine gas water mixture shall be applied by means of a solution feed chlorinating device. Chlorine gas shall be fed directly from a chlorine cylinder equipped with a suitable device for regulating the rate of flow and effective diffusion of gas within the conduit. Calcium hypochlorite shall be injected or pumped into the water conduit. During the chlorination process, intermediate valves and accessories shall be manipulated so that the strong chlorine solution in the conduit being treated will not flow back into the conduit supplying the water. Hydrostatic testing of water conduit containing the chlorine mixture will not be allowed.

A residual of not less than 5 ppm chlorine shall be produced in parts of the water conduit and retained for a minimum period of 24 hours, after which it shall be flushed from the conduit at its extremities until the replacement water tests are equal chemically and bacteriologically to those of the permanent source of supply. In no instance will a water conduit be chlorinated before "open bore" flushing.

After final flushing and before placing new water mains in service, Contractor shall sample and test every 300 meters of new main according to AWWA C651, Disinfecting Water Mains to show the absence of coliform organisms. If a sample indicates the presence of coliform organisms, repeat disinfection for portions of the water system. Provide a copy of test results to the Engineer.

ChlorinationConduit Diameter Dosage (oz. Per 30.5 M)150 mm 1.35 oz.200 mm 2.75 oz.250 mm 4.30 oz.300 mm 6.19 oz.400 mm 11.00 oz.

The above table is to be used as a guide for chlorinating mains by the calcium hypochlorite and water mixture method. The given dosage per 30.500 M results in a chlorine solution of 40 to 50 ppm. This dosage takes into account that Contractors most frequently use granular HTH, which is 65% pure. If another chlorinating agent is used, the dosage must

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be adjusted. Caution should be exercised against producing too high a concentration of chlorine in the conduit.

Contractor shall prepare and submit a written plan to ADEC for disposal of chlorine solution used for disinfection of water lines. Upon ADEC approval, Contractor shall dispose of chlorine solution in accordance with the plan.

After completion of testing, test and air vent copper pipe shall be removed and the corporation cock closed at the main in the presence of the Engineer.


627-3.08 WATER SERVICE LINE WITH KEY BOX.

Install water services where shown on the Plans or as directed by the Engineer. For existing City of Seward water customers affected by the new water mains, the Contractor shall replace the existing water service line between the new main and the Right of Way Line. Disconnect the water customer’s existing water service and remove the existing water service line and key box. Install a new key box at the Right of Way Line. Reconnect the water customer’s on property water service extension to the new water service line and key box.

The Contractor shall remove existing key boxes located up to 1.5 meters outside of the Right of Way Line and replace the service line between the new key box and the old key box location with new materials.

If the existing key box is located greater than 1.5 meters outside the Right of Way Line, the Contractor shall install a new key box at the Right of Way Line and connect the existing on property service line to the existing key box with a maximum of 1.5 meters of new on property service line.

If the key box for the affected property is not along the property’s frontage to the new main, a new key box shall be installed along said frontage. The on property portion of the service shall be intercepted and reconnected to the new key box by a route jointly determined in the field by the Contractor, Engineer, and property owner.

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In all cases, the Contractor shall maintain the minimum separation distance from other underground utilities according to Standard Detail 70-16 and the State of Alaska Department of Environmental Conservation, Wastewater Disposal and Drinking Water Regulations, 18 AAC 72.020, and 18 AAC 80.020, respectively.

The exact location, type, and size of existing water services are unknown. Information provided in the Plans and Specifications has been taken from maintenance records, asbuilt data, or field survey and represents the City of Seward’s best indication of the services’ location and size. Contractor shall locate existing water service connection before installing a portion of the new service to determine location, type of pipe, and size of pipe. New water service shall have the same nominal diameter as the existing service, except that minimum water service size shall be 25 millimeters. Reconnect to existing water service line piping with Flare x Flare pipe union. Furnish and install reducer if existing water service line piping is smaller than 25 millimeters. Furnish and install dielectric union if existing water service line piping is of dissimilar metal from new piping. The Contractor shall provide necessary fittings, adapters, pipe, and other appurtenances to make a complete functioning system.

Asbuilt records provided by the Contractor shall include the pipe station of the water service at the main, service length, service depth at the main and Right of Way Line, and distance to the nearest property corner.

The Contractor shall make every effort possible to minimize disruption and damage to private property, including man made improvements and natural vegetation. A man made object or improvement located on private property damaged or disturbed by the Contractor shall be repaired or replaced by the Contractor at the Contractor’s expense to the satisfaction of the property owner. Man made objects or improvements conflicting with installation of water services shall be carefully removed by the Contractor and replaced in their original condition and at their original location. No private property improvements shall be replaced in the Right of Way.


627-3.09 ASBUILT PLANS AND WORKING DRAWINGS. A complete and accurately dimensioned record of deviations, deletions, additions and alterations from and to the contract Plans and Specifications shall be maintained by the Contractor to indicate the work as actually installed. This asbuilt information shall be recorded on a print of the Plans affected and on the applicable pages of the specifications with supplementary notes. The

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Contractor shall keep a set of Plans and Specifications showing record conditions of conduit and appurtenances installed. Conduit and appurtenances shall be referenced by stationing, showing design line and grade, and asbuilt line and grade.

When the water system is completed, the Contractor shall certify the accuracy of the construction survey notes and of each revision on the Plans and in the Specifications by written signature endorsement, and deliver them to the Engineer before final acceptance of the system by the City of Seward.


627-3.10 WATER SYSTEM WARRANTY. The Contractor shall warrant the construction of the water system from defects in materials or workmanship and provide correction of those defects for a period of one year following the date of Final Acceptance. The Engineer will give notice of observed defects with reasonable promptness. The Contractor shall initiate corrective action within five days after written notification from the Engineer or the Department will make other provisions to complete the work and the Contractor shall pay costs.

627-4.01 METHOD OF MEASUREMENT. Delete items 1, 3, 4, and 5 in their entirety and substitute the following:

1. Water Conduit. For slopes of 10% or less, by the length of the horizontal projection of the conduit from center to center of fittings and valves as shown on the Plans. For slopes of more than 10%, by the length along the centerline of the conduit from center to center of fittings or valves as shown on the Plans. No deduction in length will be made for fittings or valves. Fittings, tees, reducers, crosses, bends, couplings, continuity straps, polyethylene encasement, thrust blocks, joint restraint, flushing, pressure testing, and disinfection shall be included in the linear meter cost of the water conduit.

3. Fire Hydrant Installed, Relocated or Removed. By the number of fire hydrants installed, relocated or removed including the tee in the main, auxiliary gate valve with valve box, the thaw piping, the hydrant itself, conduit between the fire hydrant and the gate valve, guard posts, and fittings and materials required.

4. Water Service Connection With Key Box. By the number of water services installed, irregardless of size, including installation of a curb stop or gate valve, valve box, service pipe, and connection to the new water main with a service saddle, tapped coupling, corporation stop, or fitting.

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5. Valves, Valve Boxes and Markers. The quantity to be paid will be the actual number of valves, including boxes and marker posts, of each class and size furnished, installed, and accepted.

Add the following after item 5:

6. Wat erline Asbuilt. By lump sum. No measurement will be made.

627-5.01 BASIS OF PAYMENT. Delete the second paragraph and substitute the following: Excavation, disposal of surplus material, furnishing and placing bedding material, backfill, and trench dewatering are subsidiary. Abandoning existing water pipe, including placement of cement slurry, is subsidiary. Payment for imported Select Material Type A between the limits of original ground and 1.0 M below original ground shall be paid under the appropriate Pay Item.

Add the following paragraphs: Labor, tools, equipment, fittings, pipe, and demolition necessary to connect new water conduit to the existing water conduit as shown on the Plans is subsidiary.

The work for water service lines shall include locating existing water services, disconnection and reconnection of water customer’s existing service; clearing and grubbing; excavation; furnishing and placing bedding material; backfill; trench dewatering; trench support system; installation of pipe, fittings, adapters, or other necessary appurtenances; polyethylene encasement; protection of existing utilities; restoration of existing drainage patterns; removal and replacement of existing culverts, guardrail, fences, landscaping, and other public or private improvements; finish grading; and cleanup. Installation of restrained joints for water services larger than 50 mm shall be considered subsidiary. Fittings and appurtenances not specifically identified for payment under a separate pay item but required for normal completion of a water service installation will be considered incidental and shall be included in the cost of the water service lines.

Labor and materials associated with concrete sewer encasements is subsidiary.

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627(5) Fire Hydrant Installation (Single Pumper) Each

627(8) Water Service Connection with Key Box Each

627(9B-350) Install 350 mm Butterfly Valve Each

627(9B-400) Install 400 mm Butterfly Valve Each

627(20) Waterline Asbuilt Lump Sum

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SECTION 633

GEOTEXTILE FOR SEDIMENT CONTROL

Special Provisions


The silt fence support framework shall be finished 50 mm x 50 mm wood, 75 mm diameter wood, #6 rebar with PVC sleeves, iron pipe, or other posts capable of supporting the installation, as approved by the Engineer.

The mesh support shall be WWF 6x6 W1xW1 or as approved by the Engineer.

633-5.01 BASIS OF PAYMENT. Replace item 633(1) with the following:


633(1) Silt Fence Meter

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SECTION 635

INSULATION BOARD

Special Provisions

635-4.01 METHOD OF MEASUREMENT. Replace this subsection with the following: By the square meter of insulation board in its final position, including transitions, regardless of thickness or number of layers, complete and accepted.

Sand blanket material is subsidiary. (08/23/00)R57M98

635-5.01 BASIS OF PAYMENT. Add the following pay item:


635(2) Insulation Board Square Meter

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Replace Section 639 with the following:

SECTION 639

DRIVEWAYS

Special Provisions

639-1.01 DESCRIPTION. Construct approaches, residential or commercial driveways at the locations shown in the Plans.

639-2.01 MATERIALS. Use materials that conform to the standards for the main roadway.

639-3.01 CONSTRUCTION. Construct driveways and approaches to the dimensions shown on the Plans.

639-4.01 METHOD OF MEASUREMENT. By the number of driveways and approaches constructed as shown on the Plans or as directed. Excavation required beyond the limits of the adjacent mainline will be subsidiary.

639-5.01 BASIS OF PAYMENT. At the contract unit price shown in the bid schedule. The contract unit price for driveways and approaches shall be full compensation for furnishing equipment and labor necessary to complete the work as specified.

Materials required to construct driveways and approaches will be paid for separately under the respective items listed in the bid schedule.

Native material meeting the minimum requirements of Selected Material, Type B will not be paid for directly, but will be considered subsidiary to 639 items. (05/09/02)R58M98



639(6) Approach Each

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SECTION 640

MOBILIZATION AND DEMOBILIZATION


640-1.01 DESCRIPTION. Add the following paragraphs:

Comply with the Alaska Department of Labor and Workforce Development (DOLWD) requirements for Worker Meals and Lodging, or Per Diem; as described in the July 25, 2005 memo WHPL #197 (A2) and the State Laborer’s and Mechanic’s Minimum Rates of Pay (current issue).

Ensure subcontractors comply with the DOLWD requirements.

Ensure facilities meet the Alaska Administrative Code 8 AAC 61.1010 and 8 AAC 61.1040 Occupational Safety and Health Standards, 18 AAC 31 Alaska Food Code, and U. S. Code of Federal Regulations 29 CFR Section 1910.142 Temporary Labor Camps.

Do not consider the cost of Meals and Lodging, or Per Diem in setting wages for the worker or in meeting wage requirements under AS 23.10.065 or AS 36.05.

640-2.01 METHOD OF MEASUREMENT

Delete Items 3 and 4 and substitute the following: 3. The remaining balance of the amount bid for Mobilization and Demobilization

will be paid after submittals required under the Contract are received and approved.

4. Progress payments for Worker Meals and Lodging, or Per Diem will be computed as equivalent to the percentage, rounded to the nearest whole percent, of the original contract amount earned.

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640-3.01 BASIS OF PAYMENT. At the contract lump sum price in partial payments as described above.



640(4) Worker Meals and Lodging, or Per Diem Lump Sum

M119(01/01/06)

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Delete this Section in its entirety and substitute the following:

SECTION 641

EROSION, SEDIMENT, AND POLLUTION CONTROL


641-1.01 DESCRIPTION. Plan, provide, inspect, and maintain control of erosion, sedimentation, water pollution, and hazardous materials contamination.

641-1.02 DEFINITIONS.

1. BMP (Best Management Practices). A wide range of project management practices, schedules, activities, or prohibition of practices, that when used alone or in combination, prevent or reduce erosion, sedimentation, and/or pollution of adjacent water bodies and wetlands. BMPs include temporary or permanent structural and nonstructural devices and practices. The Department describes common BMPs in its Alaska Storm Water Pollution Prevention Plan Guide, June 1, 2004.

2. ESCP (Erosion and Sediment Control Plan). The general plan for control of project related erosion and sedimentation. The ESCP normally consists of a general narrative and a map or site plan. It is developed by the Department and included in the project plans and specifications. It serves as a resource for bid estimation and a framework from which the Contractor develops the project SWPPP. The ESCP has been included in Appendix A.

3. Final Stabilization. A point in time when ground disturbing activities are complete and permanent erosion and sediment controls are established and functional. The stabilized site is protected from erosive forces of raindrop impact and water flow. Typically, unpaved areas except graveled shoulders, crushed aggregate base course, or other areas not covered by permanent structures are protected by either a uniform blanket of perennial vegetation (at least 70 percent cover density) or equivalent permanent stabilization measures such as riprap, gabions, or geotextiles.

4. HMCP (Hazardous Material Control Plan). The Contractor's detailed plan for prevention of pollution that stems from the use, containment, cleanup, and disposal of hazardous material, including petroleum products generated by construction activities and equipment.

5. NOI. Notice of Intent to begin ground disturbing activities under the NPDES General Permit. Use EPA Form 3510-9 (Revised 6/03).

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6. NOT. Notice of Termination of coverage under the NPDES General Permit. Use EPA Form 3510-13 (Revised 6/03).

7. NPDES General Permit. The Storm Water General Permit for Large and Small Construction Activities, issued by the Environmental Protection Agency (EPA) under the National Pollutant Discharge Elimination System (NPDES). It requires an approved SWPPP and NOIs listed as active status by the EPA before ground disturbing activities for the project.

8. SPCC Plan (Spill Prevention, Control, and Countermeasure) Plan. The Contractor’s detailed plan for oil spill prevention and control measures that meets the requirements of 40 CFR 112.

9. SWPPP (Storm Water Pollution Prevention Plan). The Contractor’s plan for erosion and sediment control and storm water management under the NPDES General Permit. The SWPPP is developed by the Contractor and describes site specific controls and management of issues identified for the project. The approved SWPPP must contain a copy of the Contractor’s signed NOI.

641-1.03 SUBMITTALS. For projects disturbing 0.4 hectares or more of ground submit three copies each of the SWPPP and HMCP to the Engineer for approval. Submit 1 copy of the SPCC Plan (if required under subsection 641-2.03) to the Engineer. Sign submittals. Deliver these documents to the Engineer no less than 5 calendar days before the preconstruction conference.

The Department will review the SWPPP and HMCP submittals within 14 calendar days. Submittals will be returned to the Contractor as either requiring modification unless approved by the Department. Besides a copy of the Contractor’s NOI, the approved SWPPP must contain a certification and be signed by an authorized representative according to the Standard Permit Conditions of the NPDES General Permit Part 8, Appendix G. The Contractor must receive written notification from the Department that the SWPPP has been approved before submitting the original NOI to EPA. NOIs can be submitted by Certified mail or through EPA’s electronic NOI system (eNOI).

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For regular U.S. Mail delivery: For Overnight/Express mail delivery:

EPA Storm Water Notice Processing Center EPA Storm Water Notice Processing CenterMail Code 4203M Room 7420U.S. EPA U.S. EPA1200 Pennsylvania Avenue, NW 1201 Constitutional Avenue, NWWashington, D.C. 20460 Washington, D.C. 20004

For electronic mail, the Contractor must register online with EPA at: http://cfpub.epa.gov/npdes/stormwater/enoi.cfm. This website has instructions and guidance on how to set up and use the eNOI system.

Whether submitting the NOI electronically or by mail, the Contractor may not begin ground disturbing activities until the Engineer has issued a written statement that the EPA has listed the Contractor’s NOI and the Department’s NOI as active.

The Department will submit the approved SWPPP to ADEC that will include both the Contractor and Department NOIs.

The active status NOIs, approved SWPPP, approved HMCP, and submitted SPCC Plan (when required) become the basis of the work required for the project’s erosion, sediment, and pollution control.

Once the Department has determined the site has achieved final stabilization, the Engineer will provide written notification to the Contractor that the NOT may be submitted to EPA with a copy to the Engineer. The Department will transmit the Department’s NOT to the EPA.

641-2.01 STORM WATER POLLUTION PREVENTION PLAN (SWPPP) REQUIREMENTS. For projects disturbing 0.4 hectares or more of ground, the Contractor must prepare a Storm Water Pollution Prevention Plan. Use the Department's ESCP to develop a SWPPP based on scheduling, equipment, and use of alternative BMPs. Follow the format presented in the Alaska Storm Water Pollution Prevention Plan Guide, June 1, 2004. The plan must consider first preventing erosion, then minimizing erosion, and finally trapping sediment before it enters waterways.

http://cfpub.epa.gov/npdes/stormwater/enoi.cfm

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The plan must address site specific controls and management plan for the construction site as well as for material sites, waste disposal sites, haul roads, and other affected areas, public or private. The plan must also incorporate the requirements of the project permits.

Specify the line of authority and designate a field representative for implementing SWPPP compliance. Designate one representative for each subcontractor who performs earth disturbing activities or who install and maintain erosion and sediment control measures.

641-2.02 HAZARDOUS MATERIAL CONTROL PLAN (HMCP) REQUIREMENTS. Prepare a HMCP for the handling, storage, cleanup, and disposal of petroleum products and other hazardous substances. (See 40 CFR 117 and 302 for listing of hazardous materials.)

List and give the location of hazardous materials, including office materials, to be used and/or stored on site, and their estimated quantities. Detail a plan for storing these materials as well as disposing of waste petroleum products and other hazardous materials generated by the project.

Identify the locations where storage, fueling, and maintenance activities will take place, describe the maintenance activities, and list controls to prevent the accidental spillage of oil, petroleum products, and other hazardous materials.

Detail procedures for containment and cleanup of hazardous substances, including a list of the types and quantities of equipment and materials available on site to be used.

Detail a plan for the prevention, containment, cleanup, and disposal of soil and water contaminated by accidental spills. Detail a plan for dealing with unexpected contaminated soil and water encountered during construction.

Specify the line of authority and designate a field representative for spill response and one representative for each subcontractor.

641-2.03 SPILL PREVENTION, CONTROL AND COUNTERMEASURE (SPCC) PLAN REQUIREMENTS. Prepare and implement a SPCC Plan that is certified by a licensed Professional Engineer, when required by 40 CFR 112, including:

1. When oil spills may reach navigable waters; and2. The total above ground oil storage capacity is greater than 4,996 liters.

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Comply with 40 CFR 112 and address the following issues in the SPCC Plan:

1. Operating procedures that prevent oil spills;2. Control measures installed to prevent a spill from reaching navigable waters; and3. Countermeasures to contain, clean up, and mitigate the effects of an oil spill.

641-3.01 CONSTRUCTION REQUIREMENTS. Do not begin ground disturbing work until the Engineer provides written notice that both the Contractor and the Department’s NOIs have been listed as active and that ground disturbing work can begin.

Post at the construction site:1. NPDES Permit number, if available, and a copy of the NOI,2. Name and phone number of the local contact person, and3. Location of a SWPPP available for viewing by the public.

Comply with requirements of the approved HMCP, the submitted SPCC Plan, and state and federal regulations that pertain to the handling, storage, cleanup, and disposal of petroleum products or other hazardous substances. Contain, clean up, and dispose of discharges of petroleum products and/or other materials hazardous to the land, air, water, and organic life forms. Perform fueling operations in a safe and environmentally responsible manner. Comply with the requirements of 18 AAC 75 and AS 46, Oil and Hazardous Substances Pollution Control. Report oil spills as required by federal, state and local law, and as described in the SPCC Plan.

Comply with requirements of the NPDES General Permit, implement temporary and permanent erosion and sediment control measures identified in the SWPPP, and ensure that the SWPPP remains current. Maintain temporary and permanent erosion and sediment control measures in effective operating condition.

Perform inspections and prepare inspection reports in compliance with the project SWPPP and the NPDES General Permit.

1. Joint Inspections. Before start of construction, conduct a joint on site inspection with the Engineer and the Contractor’s field representative to discuss the implementation of the SWPPP.

Conduct the following additional joint on site inspections with the Engineer:

a. During construction, inspect the following at least once every seven days and within 24 hours of the end of a storm exceeding 12.5 mm in 24 hours (as recorded at or near the project site):(1) Disturbed areas that have not been finally stabilized.(2) Areas used for storage of erodible materials that are exposed to

precipitation.(3) Sediment and erosion control measures.

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(4) Locations where vehicles enter or exit the site.

b. Before winter shutdown, to ensure that the site has been adequately stabilized and devices are functional.

c. At project completion, to ensure final stabilization of the project.

2. Winter Inspections. During winter shutdown, conduct inspections at least once every month and within 24 hours of a storm resulting in rainfall of 12.5 mm or greater. The Engineer may waive monthly inspection requirements until one month before thawing conditions are expected to result in a discharge, if the following requirements are met:a. Below freezing conditions are anticipated to continue for more than 1

month.b. Land disturbance activities have been suspended.c. The beginning and ending dates of the waiver period are documented in the

SWPPP.

3. Inspection Reports. Prepare and submit, within 3 working days of each inspection, a report on state Form 25D-100, with the following information:a. A summary of the scope of the inspection.b. Name(s) of personnel making the inspection.c. The date of the inspection.d. Observations relating to the implementation of the SWPPP.e. Actions taken as the result of the inspection.f. Incidents of noncompliance.

Where a report does not identify any incidents of non compliance, certify that the facility complies with the SWPPP and NPDES General Permit. The Contractor and the Engineer will sign the report according to the Standard Permit Conditions of the NPDES General Permit, Part 8, Appendix G. Include reports as an appendix to the SWPPP.

Retain copies of the SWPPP and other records required by the NPDES General Permit, for at least three years from the date of final stabilization.

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If unanticipated or emergency conditions threaten water quality, take immediate suitable action to preclude erosion and pollution.

Submit amendments to the SWPPP to correct problems identified as a result of any:1. Storm or other circumstance that threatens water quality, and2. Inspection that identifies existing or potential problems.

Submit SWPPP amendments to the Engineer within 7 days following the storm or inspection.

Detail additional emergency measures required and taken, to include additional or modified measures. If modifications to existing measures are necessary, complete implementation within 7 days.

Stabilize areas disturbed after the seeding deadline within 7 days of the temporary or permanent cessation of ground disturbing activities.

Submit a signed NOT to EPA and a copy to the Engineer:

1. When the Engineer has acknowledged to the Contractor in written form that the project site (including material sources, disposal sites, etc.) has been finally stabilized and storm water discharges from construction activities authorized by this permit have ceased, or

2. When the construction activity operator (as defined in the NPDES General Permit) has changed and the Engineer provides written notification that the Contractor’s responsibilities with respect to compliance with the NPDES GP on the project have ceased.

If the Contractor fails to coordinate temporary or permanent stabilization measures with the earthwork operations in a manner to effectively control erosion and prevent water pollution, the Engineer may suspend the Contractor’s earthwork operations and withhold monies due on current estimates for such earthwork items until the aspects of the work are coordinated in a satisfactory manner.

If the Contractor fails to:

1. Pursue work required by the approved SWPPP,2. Respond to inspection recommendations and/or deficiencies in the SWPPP, or3. Implement erosion and sedimentation controls identified by the Engineer, the

Engineer may, after giving written notice, proceed to perform such work and deduct the cost thereof, including project engineering costs, from the progress payments.

641-4.01 METHOD OF MEASUREMENT. Section 109 and as follows:

Item 641(4) will be measured as specified in the contract or directive authorizing the work.


1. Item 641(1) Erosion and Pollution Control Administration. At the Contract lump sum price for administration of work under this Section. Includes, but is not limited to, plan preparation, plan amendments and updates, inspections, monitoring, reporting, and record keeping.

2. Item 641(3) Temporary Erosion and Pollution Control. At the Contract lump sum price to install and maintain temporary erosion, sedimentation, and pollution control measures required to complete the project according to the Plan and the ESCP, the original approved SWPPP and HMCP, and BMP’s; exclusive of work paid for under Item 633(1) Silt Fence.

3. Item 641(4) Temporary Erosion and Pollution Control Amendments. As provided in the Directive authorizing the work to install and maintain temporary erosion and pollution control measures made necessary by changes in the project. Measures paid for under this item shall be shown as amendments to the SWPPP or HMCP.

Temporary erosion and pollution control measures that are required at Contractor furnished sites are subsidiary.

Perform temporary erosion and pollution control measures that are required due to negligence, carelessness, or failure to install permanent controls as a part of the work as scheduled or ordered by the Engineer, or for the Contractor’s convenience, at the Contractor’s expense.

Permanent erosion and pollution control measures will be measured and paid for under other Contract items, when shown on the bid schedule. (02/05/04)M111

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641(1) Erosion and Pollution Control Administration Lump Sum

641(3) Temporary Erosion and Pollution Control Lump Sum

641(4) Temporary Erosion and Pollution Control Amendments Contingent Sum

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SECTION 642

CONSTRUCTION SURVEYING AND MONUMENTSSpecial Provision

642-1.02 DEFINITIONS: Add the following definition: 6. Closed Traverse: A survey traverse that starts and ends upon Department provided control whose relative positions have been determined by other surveys of equal or higher order of accuracy. Monuments re-established from original references will be considered Department provided control. A closed traverse will require multiple angles and distances to and from each station.

Standard Modification642-3.01 GENERAL. Delete the seventh paragraph.(06/25/99)M 79

Special Provisions

642-3.01 GENERAL.

Replace Item 9 with the following: 9. Monuments that were recovered by the Department during the Right of Way survey have been referenced by the Department and will be replaced by the Department after completion of the project. It is the Contractors responsibility to reference and replace only those monuments that may have been established after the completion date of the Departments Right-of-Way survey.

Add the following after item 10: Before work on the project, stake and reference the construction centerline. Reference the existing centerline at 30 meters on tangents, and 15 meter intervals on curves from the beginning and ending of superelevation changes when the roadway is no longer at normal crown. Also stake the beginning and ending of tapers of the edge of pavement. The reference stake shall be a minimum of 25 mm by 50 mm by 0.6 meters and be offset 1.2 to 2.4 meters from the shoulder on the right side of the roadway. They shall show the offset distance to centerline and the station from the beginning of the project. Ensure that the stakes are visible from the roadway by clearing as necessary. Maintain staking until the final roadway striping is completed.

12. Measure and document available passing sight distance along the roadway in both directions of travel. Measure this after paving, guardrail, and other work affecting intersection sight distance has been completed. Use Table 642-1 to establish Minimum Passing Sight Distance. Move forward alongside the centerline or edge of traveled way in order to spot check and discover locations where the Minimum Passing Sight Distance drops below what is required for 20 kph over the posted speed limit. Record the sight distance for each station

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location that falls below the posted speed limit plus 20 kph. Continue to record the sight distance for each station location until the sight distance drops below what is required for the posted speed limit. Stations observed to exceed the values required for posted speed limit plus 20 kph should be marked as “Pass” or “+”. Stations observed to fall below the values required for the posted speed limit should be marked as “Fail” or “-”.

Measure from the roadway edge of traveled way, using a 1080 mm object height (or “instrument height”) at 30 meter station marks looking ahead to a 1080 mm target height at the edge of traveled way for opposing traffic. Provide a list of each station result for each direction of travel along the roadway edge of traveled way. Certify and record the results on standard “letter” sized paper and provide 2 copies to the Engineer at least 2 weeks before laying out final pavement markings.

The Engineer will forward 1 copy to the Regional Traffic Engineer. Table 642-1 does not automatically ensure passing striping will be provided. The Regional Traffic Engineer’s office will take up to 2 weeks to review and approve pass/ no pass striping against operating speeds for the roadway before installation, using Table 642-1 and the Alaska Traffic Manual as a guide. No pass striping zones shall be at least 155 meters in length. Passing striping shall be long enough to meet the distances in Table 642-1. Passing striping will not extend into a segment of road without minimum sight distance. (06/07/04)R61M98

TABLE 642-1PASSING SIGHT DISTANCE

Operating Speed (kph) Minimum Passing Sight Distance (m)30 7040 11250 13560 15865 18070 20280 22590 246100 270105 292

Passing Sight Distance Survey Table

ROAD NAME:___________________________________________________Stationing FROM:______________________________

DATE:_____________

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TO: _________________________________Surveyor:____________________

Project StationPostedSpeedLimit

Direction ofTravel

SightDistanceAhead

Remarks

Other Notes:1.2.3.Accepted By: _____________________________________________Date: _________

DOT/PF Project Engineer Passing Sight Distance Review Checked By:______________________________________Date: ___________

DOT/PF Regional Traffic Engineer

Delete the paragraph that begins: ”When the project centerline……”Add the following sentence to the paragraph that starts, “When the Department has not established…”: Without prior written approval of the Survey Manager for the Region in which the project is located, the use of GPS is not an acceptable method for directly establishing project centerline monuments or the direct re-establishing of any missing Department provided control points.

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642-3.02 CROSS SECTION SURVEYS: Delete the text of item 13 and replace with the following: Submit the survey field notes and completed Monument of record forms for the specific area, relating to monument referencing, before beginning clearing, grubbing, or excavation.

642-3.03 MONUMENTS: Delete the first and second paragraph and the first sentence of the third paragraph and replace with the following: Before performing work under this item written approval will be required from the Project Engineer. Install primary and secondary monuments, as called for in the Plans at the positions determined by the Department. Reference property markers/corners, monuments or accessories that may be disturbed or buried during construction. Monument of Record forms, available from the Project Engineer, shall be completed and submitted to the Project Engineer for acceptance and recording by the Departments Survey/Locations section before ground disturbing activity. Before the completion of the project, reestablish disturbed property markers/corners, monuments or accessories from the original references in their original position and submit completed Monument of Record forms to the Project Engineer for acceptance and recording by the Departments Survey / Locations section.

Keep records and report to the Project Engineer evidence that a monument has been disturbed and is no longer reliable or cannot be located and is presumed to be lost or obliterated. Establish a minimum of two in-line reference points to monuments identified for referencing on the Departments Right-of-Way plans or Survey Control sheet. In situations where in-line references are not practical three swing-tie reference points will be accepted. Set references outside of the Right-of-Way limits. Measure distances to the nearest 1mm. Record referencing of monuments in a separate field book stamped by the Surveyor. It is the Surveyors statutory responsibility to reference other monuments that may be destroyed during construction whether or not they are identified on the Right-of-Way plans or Survey Control sheet. Without prior written approval of the Survey Manager for the Region in which the project is located, the use of GPS is not an acceptable method for referencing monuments.

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Replace existing monuments disturbed by construction from the original references established before construction with Primary or Secondary monuments meeting the requirements of subsection 642-3.01. Monuments re-established from original reference will not require a final traverse. A monument that cannot be re-established from original references will require a final traverse as defined by 642-1.02.

Delete the fourth sentence in the paragraph that begins“ The Surveyor must complete and stamp…” The sentence to be deleted begins “ Deliver conforming copies of the …”.

642-3.05 FINAL TRAVERSE: Delete the first two sentences and add the following: Before performing work under this item written approval will be required from the Project Engineer. Within 30 days after the Project Engineer receives a letter stating that construction activities that may disturb the monuments has stopped the Surveyor shall run a final closed traverse, as defined by subsection 642-1.02. The closed traverse will begin and end on the two closest centerline monuments on either side of the monument to be established. The centerline monuments being used to begin and end the traverse must either be undisturbed originals, or have been re-established from original references.


Item 642(16) Passing Sight Distance Measurement. By the number of stations on the project measured separately along centerline, once for each direction, only after the certified and recorded results have been accepted by the Engineer. (06/07/04)R61M98




642(16) Passing Sight Distance Measurement Station

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SECTION 643

TRAFFIC MAINTENANCE

Special Provisions

643-1.03 TRAFFIC CONTROL PLAN. Replace the last paragraph with the following: The Contractor may request a waiver of regulation 17 AAC 25 regarding oversize and overweight vehicle movements within this project in writing. If the waiver is approved, movements of oversize and overweight vehicles in or near traffic within the project limits will be done according to the provisions of an approved Traffic Control Plan. Maintain a minimum 3.6 m lateral separation between the nonstreet legal vehicles and the motoring public. The Traffic Control Plan shall specify the traffic control devices required for these operations. (07/02/03)R222M98


643-1.04. WORKSITE SUPERVISOR. Item 1. Qualifications, delete the last paragraph and replace it with the following: Renew certification no less frequently than every 4 years, and be able to show their certification anytime they are on the project.

Delete item 2.b. and replace it with the following:

b. Physically inspect the condition and position of traffic control devices used on the project at least once each day and once each night. Ensure traffic control devices work properly, are clean and visible, and conform to the approved TCP. Complete and sign a detailed written report of each inspection on the form provided by the Engineer within 24 hours.

Delete item 2.h. and replace it with the following:

h. Verify flaggers are certified as required by subsection 643-3.04 Item 4. Submit a copy of the flagger certifications to the Engineer. (01/01/06)M120

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643-2.01 MATERIALS. Delete this subsection in its entirety and substitute the following: Provide traffic control devices conforming to the following requirements:

1. Signs. Use signs, including sign supports that conform to Section 615, the ATM, and ASDS.

a. Construction Signs: Use regulatory, guide, or construction warning signs designated in the ASDS.

b. Permanent Construction Signs: As designated on the Plans or on an approved TCP.

c. Special Construction Signs: Other signs are Special Construction Signs. Clearly and neatly mark the size of each sign on the back in 75 mm black numerals.

2. Portable Sign Supports. Use wind resistant sign supports with no external ballasting. Use sign supports that can vertically support a 1.2 m by 1.2 m traffic control sign at the height above the adjacent roadway surface required by the ATM.

3. Barricades and Vertical Panels. Use barricades and vertical panel supports that conform to the ATM. Use Type III Barricades at least 2.4 m long. Use reflective sheeting that meets AASHTO M 268 Type II or III.

4. Portable Concrete Barriers. Use portable concrete barriers that conform to the Plans. For each direction of traffic, equip barriers with at least two side mounted retroreflective reflectors or a continuous longitudinal stripe of preformed retroreflective pavement marking tape mounted 150 mm below the top of each barrier section. Use yellow reflectors or tape if using barriers at centerline. Use white reflectors or tape if using barriers on the roadway shoulder.

5. Warning Lights. Use Type A (low intensity flashing), Type B (high intensity flashing) or Type C (steady burn) warning lights that conform to the ATM.

6. Drums. Use plastic drums that conform to the requirements of the ATM. Use reflective sheeting that meets AASHTO M 268 Type II or III.

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7. Traffic Cones and Tubular Markers. Use reflectorized traffic cones and tubular markers that conform to the requirements of the ATM. Use traffic cones and tubular markers at least 710 mm high. Use reflective sheeting that meets AASHTO M 268 Type II or III.

8. Interim Pavement Markings. Apply markings according to Section 670 and the manufacturer's recommendations. Use either:

a. Paint conforming to subsection 708-2.03 with glass beads conforming to subsection 712-2.08,

b. Preformed Marking Tape (removable or non removable) conforming to subsection 712-2.14, or

c. Temporary Raised Pavement Markers conforming to subsection 712-2.15 or 712-2.16, as appropriate.

9. High Level Warning Devices. Use high level warning devices conforming to the ATM.

10. Temporary Crash Cushions. Use approved temporary crash cushions conforming to the ATM. Use reflective sheeting that meets AASHTO M 268 Type II or III. Do not use permanent crash cushions as temporary crash cushions. Use sand or water filled crash cushions only when the forecasted temperature during their use is above 5 degrees Celsius.

11. Sequential Arrow Panels. Use Type A (610 mm by 1220 mm), Type B (762 mm by 1524 mm), or Type C (1220 mm by 2438 mm) panels that conform to the ATM.

12. Portable Changeable Message Board Signs. Use truck or trailer mounted portable changeable message board signs with a self contained power supply for the sign and with the following features:

Message sign panel large enough to display 3 lines of 229 mm high characters.

Eight character display per message line.

Fully programmable message module.

The capacity to create, preview, and display new messages and message se-quences.

A waterproof, lockable cover for the controller keyboard.

An operator’s manual, a service manual, and a wiring diagram.

Quick release attachments on the display panel cover.

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Variable flash and sequence rates.

Manual and automatic dimming capabilities on lamp bulb matrix models.

Locate the bottom of the sign panel at least 2.1 m above the pavement.

Operate with a battery pack a minimum of 2 hours under full load.

13. Plastic Safety Fence. Use 1.2 m high construction orange fence manufactured by one of the following companies, or an approved equal:

a. “Safety Fence” by Services and Materials Company, Inc., 2200 South “J” Street, Elwood, Indiana, 46036. Phone (800) 428-8185.

b. “Flexible Safety Fencing” by Carsonite, 1301 Hot Springs Road, Carson City, Nevada, 89706. Phone (800) 648-7974.

c. “Warning Barrier Fence” by Plastic Safety Systems, Inc. P.O. Box 20140, Cleveland, Ohio, 44120. Phone (800) 662-6338.

14. Temporary Sidewalk Surfacing. Provide temporary sidewalk surfacing as required by an approved TCP and the following:

a. Use plywood at least 12 mm thick for areas continuously supported by subgrade. Use plywood at least 25 mm thick for areas that are not continuously supported.

b. Do not use unsupported 25 mm plywood longer than 750 mm.

c. Use plywood with regular surfaces. Do not overlap plywood joints higher than 25 mm.

d. Use a method that will withstand 40 km/h wind velocities to hold temporary surfacing in place.

15. Temporary Guardrail. Use temporary guardrail that meets Section 606, except that posts may require placement under special condition, frozen ground.

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16. Flagger Paddles. Use flagger paddles with 600 mm wide by 600 mm high sign panels, 200 mm Series C lettering (see ASDS for definition of Series C), and otherwise conform to the ATM. Use reflective sheeting that meets AASHTO M 268 Type VIII or IX. Use background colors of fluorescent orange on one side and red on the other side. (01/01/06)M120

Special Provision


17. Flexible Markers. Refer to subsection 606-2.01, Materials.



643-2.02 CRASHWORTHINESS. Submit documentation, by the method indicated, that the following devices comply with the requirements of the National Cooperative Highway Research Program (NCHRP) Report 350, (Test Level 3) on the given schedule.

Work Zone Traffic Control Device Compliance with NCHRP 350

Category Devices Compliance Required for

New Devices*

Full Compliance Required**

Method of Documentation

1 Cones, candles, drums w/o attachments, delineators

10/1/98 1/1/02 Manufacturer’s Certification for devices exceeding height and weight limits

2 Barricades, portable sign supports, drums w/ lights, other devices weighing less than 45 kg but not included in category 1.

10/1/00 1/1/04 FHWA approval letter.

3 Truck mounted attenuators and portable crash cushions.

10/1/98 1/1/02 FHWA approval letter.

Portable concrete barriers 10/1/02 1/1/08 FHWA approval letter.

* Devices purchased after this date.**Devices used after this date.

Category 1 devices that exceed the following weights and heights require certification

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that they meet the evaluation criteria of NCHRP Report 350, Test Level 3. This certification may be a one page affidavit signed by the vendor. Documentation supporting the certification (crash tests and/or engineering analysis) must be kept on file by the certifying organization. No certification is required for devices within the weight and height limitations.

Composition Weight Height

Cones Rubber 9 kg 920 mmPlastic 9 kg 1220 mm

Candles Rubber 6 kg 920 mmPlastic 6 kg 920 mm

Drums Hi Density Plastic 35 kg 920 mmLo Density Plastic 35 kg 920 mm

Delineators Plastic or Fiberglass N/A 1220 mm

Category 2 and listed Category 3 devices may be documented by submitting an official letter from the Federal Highway Administration stating the device NCHRP 350, Test Level 3 requirements. FHWA acceptance letters for many devices may be found on the FHWA’s Work Zone Device web site: (http://safety.fhwa.dot.gov/programs/roadside_hardware.htm) under FHWA Programs, Safety, NCHRP Report 350 – Roadside Hardware.

Submit documentation of compliance to the Engineer before using devices on the project. (01/01/06)M120


643-3.01 GENERAL CONSTRUCTION REQUIREMENTS. Add the following: Immediately notify the Engineer of traffic related accidents that occurs within the project limits as soon as becoming aware of the accident. (01/01/06)M120

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http://safety.fhwa.dot.gov/programs/roadside_hardware.htm

Special Provisions

643-3.01 GENERAL CONSTRUCTION REQUIREMENTS. Add the following: Whenever construction activity encroaches onto the safe route in a traffic control zone, station a flagger at the encroachment to assist pedestrians and bicyclists past the construction activity. (07/02/03)R222M98

Add the following: Traffic may be maintained on continuous gravel for 7 consecutive days.


643-3.02 ROADWAY CHARACTERISTICS DURING CONSTRUCTION. In the fourth paragraph, third sentence, change “crossings” to “closures”. (01/01/06)M120

Special Provision

643-3.02 ROADWAY CHARACTERISTICS DURING CONSTRUCTION. Add the following: The Contractor is only permitted 2 miles of gravel roadway at a time and only for 7 days (the exception being the waterline installation). Each segment must have the Asphalt Treated Base completed before moving to the next segment.

On street parking will not be permitted during construction.

Provide temporary asphalt wedges to keep curb ramps accessible for the time between first lift asphalt paving and final lift asphalt paving.


643-3.04 TRAFFIC CONTROL DEVICES. Delete the sixth paragraph and replace it with the following: Use only traffic control devices that meet the requirements of the “Acceptable” category in ATTSA “Quality Standards for Work Zone Traffic Control Devices”. (01/01/06)M120

Special Provisions

643-3.04 TRAFFIC CONTROL DEVICES. Delete the first sentence of the eighth paragraph and substitute the following: Items paid under this Section shall remain the Contractor’s property unless stated otherwise.

Add the following to 1. Embankments.: Close trenches and excavations at the end of each continuous work shift.

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Add the following to 3. Fixed Objects.: Remove obstructions greater than 100 mm above the nominal foreslope grade at the end of each continuous work shift.


643-3.04 TRAFFIC CONTROL DEVICES. Item 4. Flagging, delete the sixth paragraph and replace it with the following: Renew flagger training and certification no less frequently than every 4 years. Flaggers must be able to show their flagger certification anytime they are on the project. (01/01/06)M120

Special Provisions

643-3.04 TRAFFIC CONTROL DEVICES. Delete item 6 and replace with the following:

6. Street Sweeping. Keep free of loose material paved portions of the roadway and haul routes open to the public, including sections of roadway off the project where operations have deposited loose material using a street sweeper that can collect materials rather than eject them to the shoulder of the road.

7. Power Brooming. Use a power broom capable of ejecting loose material to the shoulder of the road. Remove loose material from paved portions of the roadway and haul routes open to the public. This includes sections of roadway off the project where operations have deposited loose material.

Change items 7 and 8 to 8 and 9 respectively.

Add the following:

10. ET-2000 LET. The price listed in the Traffic Control Rate Schedule will be full compensation for the purchase, installation, and maintenance during construction, removal, and salvaging the ET-2000 LET unit(s). Deliver the salvaged unit(s) to the nearest ADOT&PF Maintenance and Operations’ district office, or as directed by the Engineer.

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643-3.06 TRAFFIC PRICE ADJUSTMENT. Add the following: Traffic Price Adjustment will also apply to unacceptable driving conditions - severe bumps, “washboarding,” potholes, excessive dust, or mud, or dirty or out of place traffic control devices. The Engineer will make the sole determination as to whether the roadway or pedestrian facility is acceptable for full unimpeded use by the public. Failure to maintain an acceptable infrastructure or Traffic Control Plan will result in a price adjustment equal to 100 percent of the applicable rate shown in Table 643-1, for the time that the roadway or pedestrian facility is in an unacceptable condition.

Delete Table 643-1 and substitute the following:

TABLE 643-1ADJUSTMENT RATES

Published ADT Dollars/Minute of Delay/Lane

0-5,000 $30

5,001+ $40

643-3.08 CONSTRUCTION SEQUENCING. Delete the last sentence and substitute the following: Unless otherwise determined by the Engineer, do not restrict traffic during the times listed below.

Add the following:

1. Silver Salmon Derby Weekends

2. During the forth of July weekend roadways, sidewalks, and pathways shall be open to unimpeded use.

3. Around any holiday:

a. If a holiday falls on Sunday, Monday, or Tuesday, the above stipulations apply from 1200 on the Friday before the holiday to 0300 on the day after the holiday.

b. If a holiday falls on Wednesday, the above stipulations apply from 1200 on the Tuesday before the holiday to 0300 on the Thursday after the holiday.

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c. If a holiday falls on Thursday, Friday, or Saturday, the above stipulations apply from 1200 on the day before the holiday to 0300 on the Monday after the holiday.

4. Waterline Installation

The Contractor will be allowed to restrict traffic to one lane in the following segments, one segment at a time:

a. BOP to Madison

b. Madison to Van Buren

Van Buren to Port Avenue, two lane traffic shall be maintained.

Closures between 2000 hours and 0530 hours will be allowed for water service connects.

5. A 72 hour closure beginning on 0800 on Tuesday and ending Friday at 0800 for the Arch Pipe Installation will be allowed. Traffic may be detoured to Port Ave., 4th Ave., and Van Buren.

6. A one week (7 day) detour will be allowed for the Pedestrian Underpass. A shoe fly detour may be used while constructing the Pedestrian Underpass.

7. A 12 hour closure for the installation of the water crossing at Port Avenue and Seward Highway will be allowed on a Tuesday or Wednesday.

Obtain the local school bus schedule and coordinate work efforts to ensure the school buses are not delayed through the construction zone. This plan shall be submitted, as a TCP, to the Engineer for approval before the implementation of the school bus coordination plan. Make every effort not to delay school buses through the construction work zone.

643-3.09 INTERIM PAVEMENT MARKINGS. In the second paragraph, delete the words “or cover them with black removable preformed marking tape.”

Replace the first sentence in the last paragraph with the following: Apply final pavement markings according to subsection 670-3.01, Construction Requirements of these Special Provisions. (07/02/03)R222M98


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643-3.11 HIGH VISIBILITY CLOTHING. Ensure workers within project limits wear an outer visible surface or layer that complies with the following requirements:

1. Tops. Wear fluorescent orange-red vests, jackets, or coverall tops at all times. Furnish each vest, jacket, and coverall top with at least one 360-degree horizontal retroreflective band around the torso; and with two vertical retroreflective bands that begin at the horizontal band or lower in front, reach over the shoulder, and end at the horizontal band or lower in front, reach over the shoulder, and end at the horizontal band or lower in back. Furnish each jacket and coverall top with two horizontal retroreflective bands on each sleeve; one above and one below the elbow.

2. Bottoms. Wear fluorescent red-orange pants or coverall bottoms during

nighttime work (sunset to sunrise). Flaggers shall wear fluorescent red-orange pants or coverall bottoms at all times. Furnish each pants or coverall bottom with two horizontal stripes on each leg.

3. Raingear. Raingear tops and bottoms, when worn as the outer visible surface or layer, conform to the requirements listed above in this subsection 643-3.11.

4. Exceptions. When workers are inside an enclosed compartment of a vehicle, they are not required to wear high visibility garments.

5. Standards . High visibility garments conform to the requirements of ANSI/ISEA 107-2004, Class 2 for tops or Class E bottoms, and Level 2 retroreflective material.

Retroreflective bands are made of material conforming to either:

a. A 50 mm wide strip, fluorescent yellow-green color, made of retroreflective microprisms; orb. A 50 mm wide strip, sliver color, made of retroreflective lenses bonded to a durable cloth backing; and on 2 long edges apply 25 mm wide strips, fluorescent yellow-green color, made of durable cloth material. Total width of band is 100 mm.

6. Labeling. Garments shall be labeled conforming to Section 11.2 of ANSI/ISEA-107-2004, except garments conforming to ANSI/ISEA 107-1999 may be used until 1/1/08.

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7. Condition. Furnish and maintain vests, jackets, coveralls, rain gear, hard hats, and other apparel in a neat, clean, and presentable condition. Maintain retroreflective material to Level 2 standards. (01/01/06)M120

643-4.01 METHOD OF MEASUREMENT. Under item 6 “Interim Pavement Markings,” delete the second paragraph.

No measurement required to provide a 24 hour toll free (1-800-###-####) "hotline road report" telephone with a prerecorded message, and weekly notices with daily updates. Work will be subsidiary to Item 643(1) Traffic Maintenance.

Delete item 7. Flagging and Pilot Car. and substitute the following:

7. Flagging and Pilot Car. Flagging shall be measured by the hour on a contingent sum basis. Pilot cars shall be measured by the hour for the actual number of hours the Engineer has approved. Transportation to and from the worksite is subsidiary.

643-3.12 TEMPORARY ELECTROLIERS. When the Contract includes Item 643(40) Temporary Electrolier, install temporary electroliers at the following locations:

1. Along roadway segments that are illuminated when beginning work and the following conditions apply:a. Maintaining traffic on the subgrade, portions of the new pavement

structure, or on the existing pavement.b. The permanent lighting system cannot be operational beforehand.c. When, because of grading operations, a vehicle is within 100 mm

of ground clearance and 1.5 meters between the tires would snag on the existing foundations, or the tops of the existing foundations are more than 200 mm below the grade of the surrounding embankment.

2. At locations specified by the Engineer, includinga. Along detours and diversions, andb. Along traveled ways that transition from one typical section to

another, and3. At temporary traffic signals.4. At the locations shown in the Plans.

The Department will not require lighting from midnight June 7 to midnight July 5. Make temporary electroliers operational by sunset on the day replacing or retiring the existing system, or open a roadway and/or detour to traffic.

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Submit a plan for each temporary electrolier system to the Engineer for review and approval before implementing. Allow at least two weeks for review. Provide temporary electroliers on the far right side of approaches at signalized intersections. Luminaires and mast arms may be installed on the signal poles when they do not conflict with other overhead utilities. Along roadways, choose one of the following options for temporary lighting plan:

1. When one is included, use the temporary lighting plan detailed in the Plans.

2. On roadways with existing lighting, provide new foundations and install poles and mast arms sized to keep the existing luminaires in their existing positions horizontally and vertically over the roadway. In this case, no lighting design is required.

3. Design temporary lighting system using the Contractor’s choice of luminaires, including the luminaires of the permanent lighting system. Use a layout pattern, mounting height, and luminaire offset and spacing that provide a light distribution that conforms to AASHTO’s “An Informational Guide for Roadway Lighting” illuminance method of design. Design the system for the roadway’s functional class as specified in the Department’s Annual Traffic Volume Report.

Furnish and install materials and miscellaneous hardware required to provide a functional lighting system, including foundations, branch circuitry, and electrical load centers. Size the branch conductors to provide a maximum 5% voltage drop at the most remote luminaire. Materials shall conform to the Specifications. The illumination cables may only be directly buried if the cables are listed for direct burial.

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Use any of the following poles.1. Existing light poles found within the project limits that are in suitable

condition for reuse as determined by the Engineer and scheduled to be removed.

2. Poles from the permanent lighting system.3. The following new poles may be furnished, if a minimum of 9 meters in

elevation between a luminaire and the edge of traveled way is maintained.a. ANSI Class 4 wood poles. Installed outside the clear zone during

winter shutdown. To determine the clear zone, see subsection 1130.02 of the Alaska DOT/PF Highway Preconstruction Manual.

b. Steel, aluminum, or fiberglass poles that meet design criteria for 80 mile per hour wind speeds according to AASHTO’s 1994 edition of the “Standard Specifications for Structural Supports for Highway Signs, Luminaires, and Traffic Signals”.

c. Poles that are part of the temporary signal systems.

Furnish temporary electrolier service between October 1 through May 15 and located within the clear zone, with an approved yielding type base. Approved yielding bases consist of FHWA approved slip bases, transformer bases, or frangible couplings. Install wood poles and other fixed base poles outside the clear zone or behind guardrail or portable concrete barrier that protects against another hazard.

Install temporary electroliers, in service at any time from May 15 through September and located within the clear zone, with approved yielding bases or with fixed bases shielded by 9 meters of barrier and an FHWA approved end treatment. Provide 600 mm of clearance between the barrier and pole. Consider the costs of furnishing the barrier and an end treatment a subsidiary obligation of Item 660(14) Temporary Electrolier. Replace fixed base poles that are located within the clear zone and which will remain in service after October 1 with yielding base poles at no expense to the State.

Use any of the following load centers to energize the temporary lighting and signal systems. Provide work needed to modify load centers to provide functional temporary lighting and signal systems according to the NEC.1. Permanent load centers installed in their plan location. 2. Existing load centers scheduled to remain intact until completion of the

project. Relocate and reuse existing load centers only if approved.

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3. Approved temporary load centers with photoelectrical controlled lighting circuits. Provide a temporary load center when retiring an existing load center that is not approved, and when approved load centers are unavailable.

Approved load centers include load centers UL labeled as Service Equipment, or UL labeled as Industrial Control Equipment and marked "Suitable for use as service equipment".


643-4.01 METHOD OF MEASUREMENT. Add the following: Payment for high visibility clothing for workers is subsidiary to other items.(01/01/06)M120

Special Provision

643-4.01 METHOD OF MEASUREMENT. Add the following: Item 660(40) Temporary Electrolier. By each electrolier and foundation furnished, installed and maintained as directed by the Engineer.

643-5.01 BASIS OF PAYMENT. Replace the paragraph that begins “Payment…” with the following:

Payment for Item 643(25)Traffic Control, will be made for the pay unit of accepted traffic control devices (construction signs, barricades, traffic cones and/or tubular markers, drums, plastic safety fence, sequential arrow panels, portable changeable message board signs, special construction signs, portable concrete median barriers, pilot cars, temporary crash cushions, and watering) times the unit rate value contained in the Traffic Control Rate Schedule shown in the Special provisions.

Add the following: The asphalt wedges at the curb ramps are subsidiary to Item 642 (2) Traffic Maintenance.

The Engineer does not require a change order/directive for Item 643(25) Traffic Control.

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TRAFFIC CONTROL RATE SCHEDULE

Traffic Control Device Pay Unit Unit Rate

Construction Signs Each/Day $ 5.00Special Construction Sign Square Meter $215.00Type II Barricade Each/Day $ 3.00Type III Barricade Each/Day $ 10.00Traffic Cone or Tubular Marker Each/Day $ 1.00Drums Each/Day $ 3.00Sequential Arrow Panel Each/Day $55.00Portable Concrete Barrier Each $60.00Temporary Crash Cushion / ET 2000 LET Each $3,000Pilot Car Hour $65.00Watering Kiloliter $5.25Street Sweeping Hour $150.00Power Broom Hour $75.00Plastic Safety Fence Meter $8.00Portable Changeable Message Board Sign Calendar Day $150.00Temporary Sidewalk Surfacing Square Meter $12.50Flexible Markers Each $50.00Removal of Pavement Markings Meter $4.00Temporary Guardrail Meter $70.00***deleted***

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Payment for Item 643(15), the Engineer will pay Flagging on a contingent sum basis at the rate of $38/hour. The Engineer does not require a change order/directive for the flagging pay item. Flagging associated with Change Order work will be paid at the prices according to subsection 109-1.05 Compensation for Extra Work. (07/07/05)R222USC04

The Engineer will pay for Item 643(40) Temporary Electrolier on a contingent sum basis at the unit price of $2,000/each. The Engineer does not require a change order/directive for this item.

The unit price paid for each temporary electrolier includes full compensation for work involved in getting plans and materials approved, and moving, furnishing, assembling, installing, and making each temporary electrolier operational. The price also includes full compensation for installing a foundation, removing and replacing improvements, installing conductors (in electrical conduit or by direct bury only), maintaining the electrical system, installing temporary electrical load centers when load centers are unavailable for use, and removing the temporary electrolier and its foundation when it is no longer needed.



643(15) Flagging Contingent Sum

643(40) Temporary Electrolier Contingent Sum

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SECTION 644

SERVICES TO BE FURNISHED BY THE CONTRACTOR

Special Provisions

644-2.01 FIELD OFFICE. Delete the third fifth and seventh sentences of the first paragraph and the second paragraph in this subsection and substitute the following: Meet the following office requirements:

1. A minimum of 100 square meters of floor area. Divide the office area so that it contains an office room separated by a closable door. The office room shall have a minimum of 15 square meters of floor area.

2. A thermostatically controlled interior heating system with necessary fuel.

3. A minimum of ten electrical outlets.

4. Adequate parking for a minimum of 5 vehicles, with one disability parking space meeting the requirements of Americans with Disabilities Act Accessibility Guidelines (ADAAG).

5. Provide attached indoor plumbing with sanitary lavatory facilities and potable drinking water.

6. Three telephone lines available at the project location.

7. Located within 10 kilometers of the project.


644-2.01 FIELD OFFICE. In the third paragraph, change “the final inspection” to “project completion”. (06/25/99)M 81

Special Provision

644-2.02 FIELD LABORATORY. Delete subitem g and substitute the following:

g. 1900 liter capacity tank with a pressure pump or a commercial pressurized system, with potable water.

Add the following:

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7. Provide one mobilization and one demobilization of the Engineer's laboratory equipment from Anchorage.

8. Provide sanitary lavatory facilities and potable drinking water.


644-4.01 BASIS OF PAYMENT. In the last full paragraph, beginning with “Furnishing the following is subsidiary”, after “platform scales,” insert “ scale operators, “.

(06/25/99)M 81

Special Provisions


Special Provisions

Add the following: Electricity, propane and water supplied for the lab will not be paid for separately, but will be subsidiary to Item 644(2) Field Laboratory.(09/28/00)R63M98



644(8) Vehicle Each

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Add the following Section:SECTION 645

TRAINING PROGRAM

Special Provisions

645-1.01 DESCRIPTION. This Training Special Provision implements 23 CFR 230, Subpart A, Appendix B.

As part of the Equal Employment Opportunity Affirmative Action Program, provide on the job training aimed at developing full journey status in the type of trade or job classification involved. The number of individuals to be trained and the number of hours of training to be provided under this contract will be as shown on the bid schedule.

645-2.01 OBJECTIVE. Training and upgrading of minorities and women toward journey status is the primary objective of this program. Enroll minorities and/or women, where possible, and document good faith efforts prior to the hire of non-minority males in order to demonstrate compliance with this Training Special Provision. Specific good faith efforts required under this Section for the recruitment and employment of minorities and women are found in the Federal EEO Bid Conditions, Form 25A-301, items 7.b, 7.c, 7.d, 7.e, 7.i, 7.j and 7.l, located in the "yellow pages" of this document.

645-3.01 GENERAL. Determine the distribution of the required number of apprentices/trainees and the required number of hours of training among the various work classifications based upon the type of work to be performed, the size of the workforce in each trade or job classification, and the shortage of minority and female journey workers within a reasonable area of recruitment.

Training will be provided in the skilled construction crafts unless the Contractor can establish before contract award that training in the skilled classifications is not possible on a project; if so, the Department may then approve training either in lower level management positions such as office engineers, estimators, and timekeepers, where the training is oriented toward construction applications, or in the unskilled classifications, provided that significant and meaningful training can be provided. Some offsite training is permissible as long as the training is an integral part of an approved training program and does not comprise a significant part of the overall training.

Credit for offsite training hours indicated above may only be made to the Contractor where the apprentices/trainees are concurrently employed on the project and one or more of the following occurs: contribute to the cost of the

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training, provide the instruction to the apprentice/trainee, or pay the apprentice's/trainee's wages during the offsite training period.

Where feasible, 25 percent of apprentices or trainees in each occupation shall be in their first year of apprenticeship or training.

Prior to award of the contract, submit Form 25A-311, Training Utilization Report, indicating the training program to be used, the number of apprentices/trainees to be trained in each selected classification, the number of hours of training to be provided, and the anticipated starting time for training in each of the classifications.

Training must begin within 2 weeks of the anticipated start date(s); unless otherwise authorized by a Directive. Such authorization will be made only after submission of documentation by the Contractor, and approval by the Engineer, of efforts made in good faith that substantiate the necessity for a change.

Contractors may use a training program approved by the U.S. Department of Labor, Bureau of Apprenticeship & Training (USDOL/BAT), or one developed by the Contractor and approved prior to contract award by the Alaska Department of Transportation and Public facilities (ADOT&PF) Training Program Representative, using Form 25A-310.

The minimum length and type of training for each classification will be established in the training program selected by the Contractor. Training program approval by the Department for use under this Section is on a project by project basis.

It is expected that each apprentice/trainee will begin training on the project as soon as feasible after start of work utilizing the skill involved and remain on the project as long as training opportunities exist or until training has been completed. It is not required that apprentices/trainees be continuously employed for the duration of the contract.

If, in the Contractor’s judgment, an apprentice/trainee becomes proficient enough to qualify as a journey worker before the end of the prescribed training period and the Contractor employs that individual as a journey worker in that classification for as long as work in that area remains, the individual's training program will be considered completed and the balance of training hours required for that apprentice/trainee shall be waived.

Furnish each ADOT&PF training program trainee a copy of the program (Form 25A-310) to be followed during training on the project, and with a written certification showing the type and length of training completed on the project.

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Existing USDOL/BAT apprentices should already have a copy of their program. No employee shall be employed for credit as an apprentice/trainee in a classification in which that employee has previously worked at journey status or has previously completed a training course leading to journey status.

Periodically review the training and promotion potential of minority and women employees and shall encourage eligible employees to apply for such training and promotion.

Provide for the maintenance of records and the furnishing of periodic reports documenting the progress of each apprentice/trainee. Submit Form 25A-313 by the 15th of each month and provide each ADOT&PF trainee written evaluation reports for each unit of training provided as established on Form 25A-310.

645-3.02 WAGES. Trainees in ADOT&PF approved training programs will be paid prevailing Davis-Bacon fringe benefits plus at least 60 (but less than 100) percent of the appropriate minimum journey rate specified in the contract for the first half of the training period, at least 75 (but less than 100) percent for the third quarter of the training period, and at least 90 (but less than 100) percent for the last quarter of the training period. Trainee wages shall be identified on Form 25A-310. Apprentices in USDOL/BAT training programs shall be paid in accordance with their approved program. Beginning wages of each trainee/apprentice enrolled in a Section 645 Training Program on the project shall be identified on Form 25A-312.

645-3.03 SUBCONTRACTS. In the event a portion of the work is subcontracted, the Engineer shall determine how many, if any, of the apprentices/trainees are to be trained by the subcontractor. Any such subcontracts shall include this Section 645, Form 25A-311 and Form 25A-310, where appropriate. However, the responsibility for meeting these training requirements remains with the Contractor; compliance or non-compliance with these provisions rests with the Contractor and sanctions and/or damages, if any, shall be applied to the Contractor according to subsection 645-5.01, Basis of Payment.

645-4.01 METHOD OF MEASUREMENT. The Contractor will be credited for each approved apprentice/trainee employed on the project and reimbursed based on hours worked, as listed in the certified payrolls. There shall be no credit for training provided under this Section before the Contractor’s submittal and approval by the Engineer of Form 25A-312 for each apprentice/trainee trained under this Section. Upon completion of each individual training program, no further measurement for payment shall be made.

645-5.01 BASIS OF PAYMENT. Payment will be made at the contract unit price for each hour of training credited. Where a trainee or apprentice, at the

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Contractor’s discretion, graduates early and is employed as a journey worker according to the provisions of subsection 645-3.01, the Contractor will receive payment only for those hours of training actually provided.

This payment will be made regardless of other training program funds the Contractor may receive, unless such other funding sources specifically prohibits the Contractor from receiving other reimbursement.

Payment for training in excess of the number of hours specified on the approved Form 25A-311, may be made only when approved by the Engineer through Change Order.

Noncompliance with these specifications shall result in the withholding of progress payments until good faith efforts documentation has been submitted and acceptable remedial action has been taken.

Payment will be at the end of the project following the completion of training programs approved for the project. No payment or partial payment will be made if the Contractor fails to do the following and where such failure indicates a lack of good faith in meeting these requirements:

1. provide the required hours of training (as shown on the approved Form 25A-311),

2. train the required number of trainees/apprentices in each training program (as shown on the approved Form 25A-311), or

3. hire the apprentice/trainee as a journey worker in that classification upon completion of the training program for as long as work in that area remains.

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Failure to provide the required training damages the effectiveness and integrity of this affirmative action program and thwarts the Department's federal mandate to bring women and minorities into the construction industry. Although precise damages to the program are impractical to calculate, they are at a minimum, equivalent to the loss to the individuals who were the intended beneficiaries of the program. Therefore, where the Contractor has failed, by the end of the project, to provide the required number of hours of training and has failed to submit acceptable good faith efforts documentation which establishes why the Contractor was unable to do so, the Contractor will be assessed an amount equal to the following damages to be deducted from the final progress payment:

Number of hours of training not provided, times the journey worker hourly scale plus benefits. The journey worker scale is that for the classification identified in the approved programs. (10/29/91)S16



645(1) Training Program, __ Trainees/Apprentices Labor Hour

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SECTION 647

EQUIPMENT RENTAL

Special Provisions

647-1.01 DESCRIPTION. Furnish construction equipment, operated, fueled and maintained, on a rental basis. This equipment is for use in construction of extra or unanticipated work, only at the direction of the Engineer. The definition of construction equipment is that equipment actually used for performing the items of work specified. The definition shall not include support equipment such as, but not limited to, hand tools, power tools, electric power generators, welders, small air compressors and other shop equipment needed for maintenance of the construction equipment.

Accomplish this work under the direction of the Engineer, and the Contractor's operations shall at all times be according to the Engineer's instructions. These instructions by the Engineer shall be to the Contractor's supervisory personnel only, not to the operators or laborers. The Department will not be liable for the Contractor's responsibility to prosecute the work in the safest and most expeditious manner.

647-2.01 EQUIPMENT FURNISHED. Furnish, operate, maintain, service and repair equipment of the numbers, kinds, sizes, and capacities set forth on the Bid Schedule or as directed by the Engineer. Use skilled, experienced operators familiar with the equipment.

The kinds, sizes, capacities, and other requirements set forth must meet minimum requirements. Furnish the number of pieces of each equipment that the Engineer considers necessary for economical and expeditious performance of the work. Use only the equipment that the Engineer directs.

Equipment shall be in first class working condition and capable of full output and production. The minimum ratings of various types of equipment shall be as manufactured and based on manufacturers’ specifications. Do not alter equipment to achieve the minimum rating. Replace equipment when, in the opinion of the Engineer, their condition is below that normal for efficient output and production.

Fully operate equipment. This includes the operators, oilers, tenders, fuel, oil, air hose, lubrication, repairs, maintenance, insurance, and incidental items and expenses.

647-2.02 EQUIPMENT OPERATORS AND SUPERVISION PERSONNEL. Use competent and experienced equipment operators capable of operating the equipment to its capacity. Personnel are employees solely of the Contractor.

Provide a job superintendent or Contractor’s representative together with such other needed personnel for Union, State, or Federal requirements and in servicing, maintaining, repairing and caring for the equipment, tools, supplies, and material. Furnish without direct compensation, such transportation as may be appropriate for the personnel.

647-3.01 CONSTRUCTION REQUIREMENTS. Perform work according to the instructions of the Engineer, and with recognized standards and efficient methods.

Furnish equipment, tools, labor, and materials in the kinds, number, and at times directed by the Engineer. Commence, continue, and stop of the operations involved in the work only as directed by the Engineer.

Work is to be done when weather conditions are reasonably favorable, 6 days per week, Mondays through Saturdays, holidays excepted.

The Engineer will begin recording time for payment each shift when the equipment begins work on the project. Record time to the nearest one quarter hour for each item of equipment listed in the bid schedule, during which equipment is actively engaged in construction of the project. Also, record the serial number and brief description of each item of equipment listed in the bid schedule. Record each day's activity on a separate sheet or sheets. A Contractor’s representative shall verify the data and sign at the end of each shift. Provide a copy to the Contractor's representative.

647-4.01 METHOD OF MEASUREMENT. The actual number of hours each fully operated specified unit of equipment, or each fully operated specified combination of units of equipment, is actually engaged in the performance of the specified work, on the designated areas, according to the instruction of the Engineer. The pay time will not include idle periods, or time spent oiling, servicing, or repairing of equipment, or in making changeovers of parts to the equipment. The Engineer will not authorize payment for travel time to or from the project.

647-5.01 BASIS OF PAYMENT. Payment for Item 647(1) Wide Pad Dozer, 45kW minimum will be paid on a contingent sum basis at the rate of $125/hour. This shall be full compensation for furnishing, operating, maintaining, servicing and repairing the equipment, and for incidental costs related to the equipment. Furnishing and operating of equipment of heavier type, larger capacity, or higher wattage than specified will not entitle the Contractor to extra compensation.



647(1) Wide Pad Dozer, 48 kW Minimum Contingent Sum

(11/12/98)R15M98

SECTION 660

SIGNALS AND LIGHTING

Special Provisions

660-1.02 REGULATIONS AND CODE. Delete the last paragraph and substitute the following:

Complete welding according to subsection 504-3.01.8. Welding and approved shop drawings.

Submit shop drawings of the proposed work with the welding plans for approval. The shop drawings shall include material specifications, component dimensions, the types of welds that will be made, and the proposed type and extent of weld inspection.

Repair the holes, which were used to mount equipment, in reused poles and mast arms by welding in disks flush with the adjoining surface. For the disk material, use steel that matches the ASTM designation, grade, and thickness of the steel used to fabricate each pole. Cut disks that match the dimensions of the hole being repaired from pieces of steel plate bent to match the pole’s radius at the hole. Grind the welds smooth and flush with the adjoining pole and disk surfaces. Repair damaged galvanized finishes according to subsection 660-2.15 and damaged painted finishes according to subsection 660-2.16.2.

660-1.03 EQUIPMENT LIST (S) AND DRAWINGS Delete item 1 in its entirety and substitute the following:

1. Materials on the Approved Products List : The Approved Products List does not apply to the 660 items. Provide catalog cuts of materials to the Engineer for review and approval.

Add the following after the last paragraph on page 393:

The Engineer will deliver one copy each to State Maintenance and Operations; Technical Services; and attach the appropriate sheets of the last set in clear plastic envelopes to the inside of each controller assembly and load center.

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Delete subsection 660-1.05 in its entirety and substitute the following:

660-1.05 MAINTAINING EXISTING AND TEMPORARY ELECTRICAL SYSTEMS. This work consists of protecting and maintaining the existing and temporary electrical systems during the life of the contract. The work includes: locating, repairing, replacing, adjusting, realigning, cleaning, and relocating components of traffic signals, lighting systems, and flashing beacons to keep them wholly operational and positioned according to the following specifications.

If the existing lighting systems is not kept fully operational as specified herein, the Engineer will reduce the payments under Item 660(22) Illumination Price Adjustment.

Furnish the Engineer with the name and phone number of the person who will maintain the existing and temporary electrical facilities at the Preconstruction Conference. Make this person available at times until the date of Acceptance for Traffic and Maintenance and provide labor, materials, and equipment this person may need to complete repairs ordered by the Engineer.

When beginning work, the Engineer will notify the Contractor and the local maintenance agencies in writing of the transfer of maintenance responsibilities, providing an effective date and time. Maintenance does not include replacing defective equipment or repairing equipment damaged before the transfer of maintenance responsibility. Therefore, before starting work on the project, inventory the condition of the existing equipment with the Engineer and document the damaged and defective equipment. If work begins before providing the Engineer with an inventory, the Contractor waives the right to claim extra compensation when the Engineer later finds damaged or defective equipment.

Keep components of the existing and temporary electrical systems operational during the progress of the work, except when the Engineer allows shutdowns to alter or remove the systems. The Engineer will consider these systems operational when no damaged or defective equipment is found in service; components are clean, located, and aligned as specified herein, and photoelectric controls operate the lighting systems. The State will pay for electricity used to operate the systems, if the public benefits from their operation. Furnish replacement equipment compatible with equipment used in the Central Region.

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Begin work to repair, replace, adjust, realign, clean, and/or relocate components of an affected system within one hour when ordered by the Engineer. If work is not complete, the Engineer may have outside forces complete the repairs and deduct the amount billed from monies due the Contractor.

Locate existing conduit runs, buried cables, junction boxes, and underground utilities before starting work that may damage these facilities or interfere with these systems.

Where roadways remain open to traffic and the work includes modifying the existing lighting systems, energize the modified circuit by sunset on the same day the Contractor retires the original circuit.

Relocate or replace signal poles, lighting standards, sign poles, flashing beacon poles, load centers, and controller cabinets whenever reducing clearance from the traveled way to less than 1.8 m.

When no longer required, salvage original and Department provided equipment according to the Plans and subsection 660-3.21, and remove other materials used in the temporary systems from the project.

660-2.01 EXCAVATING AND BACKFILLING. Replace this subsection with the following: Complete excavation and backfill required to install the signal and lighting components embedded in the roadway as shown in the Plans, including foundations, conduits, junction boxes, and loop detectors. Complete this work according to the requirements of Section 643. Place excavated materials where it will not interfere with surface drainage.

Support and protect conduits and utilities scheduled to remain in service when encountered during excavation.

Excavate trenches wide enough to install the number of conduits specified side by side, to provide clearances of at least 63 mm around 50 mm conduits and at least 50 mm around conduits larger than 50 mm, and to compact the bedding and backfill materials according to these specifications.

To install conduits, excavate trenches deep enough to allow for 150 mm of bedding material, the depth of the largest conduit, and the minimum burial depth specified between the top of the conduit and finished grade of the ground above

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the conduit. Keep the longitudinal profile of trench bottoms free of irregularities that would prevent the assembled conduit run from continuously contacting the top of the bedding material.

Dispose of excavated materials that remain after completing backfill work and excavated material not meeting the requirements of Selected Material, Type C, as defined in subsection 703-2.07 according to subsection 203-3.01

Dewater excavations immediately before and during embedding and backfilling operations. Backfill excavations with materials that meet the following requirementsa. Around formed foundations and the tops of pipe pile foundations, use

material that meets the requirements of Selected Material, Type A that passes through a 75 mm sieve,

b. Within the limits of the typical section, embed conduits and backfill trenches using material that meets the requirements of the lift in which it is located, reusing excavated materials if it meets the requirements of the applicable lift,

c. In other locations, embed conduits and backfill trenches using material that meets the requirements of Selected Material, Type C, reusing excavated materials if it meets this requirement.

d. Import, when ordered, embedment and backfill materials that satisfy the preceding materials requirements.

Embed conduit(s) between two 150 mm lifts of material gleaned free of rocks exceeding a 25 mm maximum dimension. Grade and compact the first lift to provide a surface that continuously contacts the assembled conduit run.

Within 2 m of paved surfaces and around foundations, backfill in uniform layers no more than 150 mm deep and compact each layer according to subsection 203-3.04. In other locations, compaction may be as approved by the Engineer.


660-2.02 REMOVING AND REPLACING IMPROVEMENTS. The Contractor shall complete the following work at the Contractor’s expense.a. Remove improvements that block completion of the work detailed in the

Plans as specified herein.

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b. Reconstruct with new materials the nonreusable improvements removed to complete the work, the repairs of which are not covered by other items in the Contract.

c. Replace with new materials the damaged reusable items, which are specified for reuse.

d. Reconstruct with new materials improvements damaged or removed, which do not conflict with the work and are not scheduled for removal.

Nonreusable improvements consist of cast in place items, including: asphalt concrete pavement, sidewalks, curb and gutter, lawns, and traffic markings. Reusable improvements include the items that were made before they were installed. Crushed aggregate base material may not be used as backfill in the base course if excavation depth exceeds the thickness of the base course.

Complete reconstruction work, including materials, according to the applicable sections of the Alaska Standard Specification for Highway Construction, and leave the work in a satisfactory and serviceable condition. In completing the reconstruction work, match the alignments, widths, thicknesses, shapes, sizes, cross sections, and finishes of the existing improvements.

If removing a portion of sidewalk or curb and gutter, remove an entire segment between the weakened plane contraction joints or between an expansion joint and a weakened plane contraction joint.

Before removing a segment of Portland or asphalt cement concrete material, cut completely through the material with a saw along the outline of the area to be removed. Make cuts neat and true and prevent shatter outside the area removed.

To replace lawns, leave the top of the backfilled excavation low enough to install 100 mm of compacted topsoil. Match the top of the topsoil with the bottom of the vegetative mat. Apply seed and keep the seeded areas watered according to Section 618.

Remove, keep alive, and replant trees, shrubs, and plants according to Section 621. Replace the trees, shrubs, and plants that do not survive with plants of like size and type.

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660-2.03 FOUNDATIONS.

Cast in Place Foundations.

Add the following to the first paragraph: Locate the tops of all traffic signal post and pole foundations flush with the adjacent finished: walkway, shoulder, or surrounding ground.

Delete the second sentence of subparagraph 6. and substitute the following: Before placing the form or reinforcing steel cage, remove loose material from the bottom of the hole to ensure the foundation rests on firm, undisturbed ground.

Delete “prior to grouting” and substitute “before attaching the skirt” in the second sentence of sub-item 9.

Add the following:

10. Replace, with no additional compensation, finished foundations with anchor bolts that do not match the base plate of the pole or are out of plumb. Do not modify the anchor bolts or base plate to get the base plate set on the leveling nuts.

11. Attach a 4 AWG, bare, solid copper wire as a grounding electrode conductor to the #13 spiral bar in the reinforcing steel cage. Use an irreversible compression connector or cadweld to make the attachment. Protect the attachment during concrete placement. In foundations that lack reinforcing steel cages, install 6.4 m of coiled 4 AWG, bare, solid copper wire as the grounding electrode. Route the conductor to protrude near the top, center of the foundations. Slide a minimum 150 mm long, non-metallic, protective sleeve over the conductor. Allow 25 mm of the sleeve and 600 mm of conductor to protrude from the foundations.


660-2.04 POLES, STEEL PEDESTALS AND POSTS.Design and fabricate highway lighting and traffic signal structures with pole shaft lengths to 16.8 m long to conform to the 1994 Edition of AASHTO Standard Specifications for Structural Supports for Highway Signs, Luminaires and Traffic Signals with interim revisions.

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A registered professional engineer shall design the structures and provide stamped shop drawings and calculations. Submit the stamped drawings and calculations for each pole to the Engineer for approval. Design for stresses on the completed structure with hardware in place.

1. In the stamped calculations, indicate the edition of Standard Specifications to which the poles are being designed and provide the input data used to design each pole and mast arm, including: design wind speed, cross section shape, yield strengths of the component materials, dimensions of the pole components, and a summary of the loads used.

2. On the stamped shop drawings, provide design wind speed and the details for building the poles and mast arms, including: materials specifications, slip fit joint dimensions, pole component dimensions, welds that will be made, and the welding inspection that will be done.

Submit the mill certifications for the steel items (piles, plates, bolts, and other related items) to the Engineer for approval.

Design poles for 160 km/h winds with a 1.3 gust factor.

Design each electrolier to support a sign with an area of 1.5 square meters with its centroid located 4.3 m above the base of the pole.

Fabricate signal and lighting structures from tapered steel tubes with a round or 16 sided cross section. Orient hand holes located near the base of poles to face downstream of traffic flow.

Furnish poles and mast arms up to 12.2 m long in one piece. Poles and mast arms longer than 12.2 m may be furnished in one piece or in two segments with a slip type field splice. For slip type joints, provide a minimum overlap of 610 mm or 1.5 times the inside diameter of the female section whichever is larger. In mast arms, locate these splices at least 305 mm away from the Plan location of signal heads and signs. In signal poles, locate the edge of the female section at least 150 mm above the top of the signal mast arm connection.

Fabricate tubes with walls up to 13 mm thick from the prequalified base metals listed in AWS D1.1 and which feature maximum yield strengths of 483 MPa. Fabricate elements greater than 13 mm thick from steel that conforms to ASTM A

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709 and meets the Fracture Critical Impact Test requirements for zone 3. The Department will not accept structures that contain or are made with laminated steel elements.

Fabricate each tube from no more than 2 pieces of steel. When using 2 pieces, place the longitudinal welded seams directly opposite one another. Place the welded seams on adjacent sections to form continuous straight seams from the base to the top of the pole.

When tenons are needed to install traffic signals and luminaires, make them from 50.8 mm nominal (schedule 40) pipe that conforms to ASTM A 53 Grade B.

Fabricate 305 mm long signal posts from 11 US Standard Gage sheet steel. Fabricate each post with a minimum inside diameter of 127 mm at the base plate. Use an 89 mm long piece of 102 mm nominal schedule 40 pipe that conforms to ASTM A 53 Grade B as a post top adapter.

The Department does not allow holes made for lifting purposes in the ends of tubular segments, except in the free ends of luminaire mast arms. To add lift points, weld them to the tube opposite the longitudinal seam weld on the outside of female segments and on the inside of male segments. Before shipment, remove lift points added to the outside of the tubes, grind the area smooth with the base metal, and hot stick repair the finish according to subsection 660-2.15. Lift points added to the inside of tubes may be left in place.

The Department will reject poles and mast arms that are

1. Not fabricated according to these specifications or the approved shop drawings,

2. Bowed with sweeps exceeding 19 mm throughout the length of the pole, mast arm, or segment, if you furnish a two-piece pole or mast arm,

3. Out of round. Sections are out of round when the diameters of round members or the dimension across the flats of multi-sided members exceed two percent of the dimension specified on the shop drawings.

Fabricate pile cap adapters from grade X42 steel line pipe that conforms to API 5L and from steel plate that conforms to ASTM A 709 Grade 50. Attach the anchor plate to the pile section with a complete joint penetration (CJP) weld. Fabricate the anchor plate to match the base plate of the lighting standard.

Perform welding to conform to subsection 504-3.01 8. Welding and the

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following:

1. Make welds continuous.

2. Use partial joint penetration (PJP) welds in longitudinal seams. PJP welds must provide at least 60% penetration.

3. Use CJP groove welds to connect base plates to tubes with walls 7.9 mm thick and thicker. When CJP groove welds are used, the designer may use additional fillet welds when deemed necessary.

4. Use socket type joints with two fillet welds to connect base plates to tubes with walls less than 7.9 mm thick.

5. On steels 7.9 mm thick and thicker, inspect 100 Percent of CJP welds by either radiography (RT) or ultrasound (UT).

6. Inspect a random 25 percent of PJP and fillet welds by magnetic particle (MT). If a defect is found, inspect 100% of the PJP and fillet welds made to fill the order. In steels less than 3.2 mm thick, complete the tests according to AWS D1.3.

7. Only visually inspect welds made on luminaire mast arms.

Finish the edges of poles and mast arms to conform to the following requirements. Before they are hot dip galvanized, neatly round the following features to the radius specified

1. On holes through which electrical conductors pass, provide a 1.6 mm radius on both the entrance and exit edges,

2. On pole base plates, provide a 3.2 mm radius on edges along which plate thickness is measured and a smooth finish on other exposed edges,

3. On the ends of tubes that form slip type joints, complete the following tasks on the two surfaces that contact one another. First, provide 1.6 mm radii on the inside and outside edges of the female and male segments, respectively. Then for the length of the joint plus 150 mm do two things: grind down welds until obtaining a radius concentric with the mating surface and remove material protruding from the two surfaces, and

4. Grind exposed welds flush with the base metal, except fillet welds and seam welds on top of mast arms. Grinding seam welds on multi-sided

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poles is not required, except in slip type joints.

Provide caps to cover the free ends of poles and mast arms.

Identify critical information for poles and arms with visible permanent aluminum tags that contain the information shown in the following table labeled “Pole Markings”. The measurements shown are for illustration purposes only. Use tags large enough to include required information using 6.4 mm high text, 9.5 mm of space between successive lines of text, and at least 9.5 mm of space between the edges of the tag and the text. Secure the tags with two 3.2 mm blind rivets at the base of poles and the under side of mast arms. If furnishing a two piece signal mast arm with slip type joint, mark both pieces with the same message.

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POLE MARKINGS

Note: Italic type indicates additional Tag Markings if poles have 2 luminaire or 2 signal mast arms.MEASUREMENTS TAG MARKINGS

Signal Polesa) Signal mast arm length 16.8 m/13.7 m SMA 168/SMA 137b) Luminaire mast arm length 6.7 m/5.5 m LMA 67/LMA 55c) Pole height 11 m. PH 11d) Intersection number (if more than one) -pole

number1 - P 4

e) Sum of signal mast arm moments about centerline of signal pole

SM 4000/SM 3200

f) Design wind speed 160 km/h DWS 160Light Polesa) Luminaire mast arm length 4.6 m/4.6 m LMA 46/LMA 46b) Pole height 11.3 m PH 113Signal Mast Arma) Mast arm length 12.2 m SMA 122b) Intersection number (if more than one) -pole

number1 - P 4

c) Sum of signal mast arm moments about centerline of signal pole

SM 3740

d) Design wind speed 160 km/h DWS 160Luminaire Mast Arma) Mast arm length 5.5 m LMA 55b) Pole number (if unique arm design) P 4


660-2.05 CONDUIT. Unless specified otherwise, use rigid metal conduit and fittings for raceways. Furnish galvanized rigid type conduit and elbows that conform to UL-6 and are manufactured of mild steel according to ANSI C80.1. Furnish third party certified fittings designed for rigid metal conduit.

Furnish insulated throat grounding bushings made of malleable iron or steel with a mechanically galvanized or zinc plated finish. Grounding lugs shall either be an integral part of the bushing or consist of an attached tin-plated copper saddle. Grounding lugs shall feature a stainless steel screw, the centerline of which falls

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within 20 degrees of conduit centerline. The bushings furnished shall also feature a stainless steel or brass mounting screw that locks the bushing onto the conduit end.

Furnish conduit outlet bodies and their covers with a hot dip galvanized finish and stainless steel screws. For loop detectors, furnish type X bodies and, for photoelectric control installation, furnish type C bodies.

When Myers hubs are specified, furnish rain tight, grounding type hubs made of malleable iron with a hot dip or mechanically galvanized finish.

At expansion joints, provide watertight expansion fittings capable of the following movements without damaging the conduits attached to it or the conductors that pass through it. The movements include: axial expansion or contraction to 19 mm, angular misalignments in any direction to 30 degrees, and parallel misalignment of the conduits to 19 mm. The fittings shall also include a braided copper bonding jumper equal to an 8 AWG conductor, bushings to prevent scraping the conductors, and a smooth inner sleeve that maintains a constant diameter regardless of conduit alignment.

Install electrical conductors in conduit, except for overhead wiring, wiring inside poles, and when otherwise specified. Use rigid metal conduits (RMC) and fittings for raceways, including bored casings, except when the Plans specify using polyethylene conduits. Install conduits of the sizes specified along the routes detailed on the Plans. When routing is not shown, route conduits as directed by the Engineer.

1. Install conduits at least 750 mm below the finished grade of the ground above the conduit, except conduits that will be sealed under a minimum 100 mm thick Portland cement concrete sidewalk may be installed a minimum of 450 mm below the top back of curb or surface above the conduit, whichever is lower.

2. Install conduits that cross unpaved areas and paved roadways that will be overlaid in excavated trenches. Excavate, bed conduits, and backfill trenches according to subsection 660-2.01, Excavating and Backfilling.

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3. Install conduit(s) under paved roadways and approaches that will not be overlaid by boring or drilling methods. Jacking conduits into position is allowed. However, if subsurface conditions prevent the successful completion of the work, the conduit(s) must be installed by boring or drilling methods without additional compensation.

4. Sweep both rigid metal and polyethylene conduits through the open bottom of junction boxes by installing 90 degree rigid metal elbows on the ends of conduit runs. To each elbow, install a nipple that terminates 125 to 300 mm above the bottom edge of each junction box.

5. Install the tails of loop detectors without elbows through the walls of junction boxes at elevations that ensure the loops drain into the box. Extend the ends a minimum of 50 mm beyond the inside wall of the box.

6. Drill a 9.525 mm drain hole in the bottom of the lower straight section of elbows and in the bottom of conduits at the low points of conduit runs. Smooth the edges of the drilled holes on the inside of elbows to prevent scraping the conductors. Cover the holes with a wrap of approved filter cloth secured with two self-clinching nylon cable ties.

7. Keep conduits clean at all times. Install grounding bushings and approved plastic insert type plugs on the ends of conduit runs before backfilling around the conduit ends.

8. At the low points of conduit runs, install sumps containing a minimum 0.0566 cubic meters of coarse concrete aggregate material that conforms to subsection 703-2.02. Compact the aggregate sumps as directed to prevent settlement of the trench backfill.

9. Install conduits that must cross existing facilities such as storm drain pipes, duct systems, and other underground utilities at the minimum depths specified, going under the facilities if necessary. Install additional drains and aggregate sumps at the low spots, if any.

10. Position conduits in trenches, junction boxes, and foundations to provide clearances of at least 64 mm around 50 mm conduits and at least 50 mm around conduits larger than 50 mm.

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11. Fabricate rigid metal conduits less than 3 m long from standard lengths of conduit. Cut conduits squarely to ensure the threading die starts squarely on the conduit. Cut the same number of threads as found on the factory threaded ends. Ream the inside of conduit-ends cut in the shop or field to remove burrs and sharp edges. Do not use slip joints or pieces of running thread pipe.

12. Coat drilled holes, shop and field cut threads, and the areas with damaged zinc coating with zinc rich paint.

13. When standard couplings cannot be used to join conduit components, use approved threaded unions.

14. Bury a continuous strip of 0.102 mm (4 mils) thick, 150 mm wide polyethylene marker tape above all underground conduit runs. Install the tape 225 mm (± 75 mm) below finished grade, using two strips side-by-side to mark road crossings. Furnish tapes with a black legend on a red background.

15. If encountering obstructions during jacking or drilling operations, obtain approval and cut small holes in the pavement to clear the obstruction. Locate the bottom inside face of the bore pit no closer than the catch point of a 1 ¼ to 1 slope (a horizontal to vertical ratio) from the edge of pavement. Do not leave these pits unattended until installing an approved means of protection.

16. When the Plans specify using polyethylene conduit, install RMC in structures and foundations, between type 2 and 3 load centers and the nearest junction box, and on the surfaces of poles and other structures.

17. In foundations, install 90 degree elbows and conduits of the size and quantity shown on the Plans. Extend the conduits a maximum of 50 mm above the top of the foundations for posts and poles with breakaway bases and 100 above the top of foundations for fixed base structures.

18. Seal conduits leading to electrical equipment mounted on soffits, walls, and other locations below the grade of the serving junction box with an approved duct-sealing compound.

19. Install expansion fittings in conduits that cross expansion joints.

20. Install a polypropylene pull rope with a minimum 890 N tensile strength in future use or spare conduits, and reinstall the plugs. Double back at least 600 mm of pull rope into both ends of each conduit.

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21. Conduits larger than the sizes specified may be installed. If used, it must be for the entire length of the run. Reducing couplings or bushings are not allowed. Complete work associated with installing conduits larger than specified without extra compensation.

22. Clean existing conduits that will remain in service using a heavy duty air compressor that delivers at least 3.5 cubic meter of air per minute at a pressure of 758 kPa. Clean the conduits before pulling in new cables and after removing cables specified to be removed or replaced as follows:

a) When the conduits contain cables that will remain in service, leave the cables in place during the cleaning, and

b) Ream empty conduits with a mandrel or cylindrical wire brush before blowing them out with compressed air.

23. When modifying existing conduit runs, complete the work as required for new installations using the same sizes and types of conduit. When extending existing conduits, add no more than 90 degrees of horizontal bend to the extension.

24. When installing a junction box in a continuous run of existing conduit, remove a length of conduit in each conduit run and complete the work of installing the conduits, elbows, and nipples as required for a new installation.

25. When adjusting existing junction boxes to a new grade, remove cables and replace the nipples as required to provide the clearances specified for new installations.

26. Remove the ends of abandoned conduits from junction boxes that will remain in service.

660-2.06 JUNCTION BOXES. Replace this subsection with the following: Install precast reinforced concrete junction boxes of the types specified. For junction boxes that contain traffic signal conductors, furnish cast iron lids with the word TRAFFIC inscribed into them. For junction boxes that contain lighting conductors exclusively, furnish cast iron lids with the word LIGHTING inscribed into them.

When shown, install junction boxes at the station and offset locations specified. When lateral locations are not specified, install junction boxes 2.4 m from the face of curb or edge of pavement. If the 2.4 m offset falls

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1. In a pedestrian facility separated less than 2.1 m from the roadway face of curb or edge of pavement, increase the offset and install the junction boxes on the backside of the facility. When the right of way is insufficient to install junction boxes outside the pathway, install them at locations as directed, avoiding curb ramps, curb ramp landings, and the middle of walkways.

2. In a pedestrian facility separated at least 2.1 m from the roadway face of curb or edge of pavement, reduce the offset and install the junction box next to the facility.

3. Outside the right of way, install the boxes just inside the right of way line. 4. In a raised median, install junction boxes near the center of the median. 5. In a ditch bottom or area that collects drainage, install the junction boxes

at locations as directed. 6. Behind guardrails that shield slopes steeper than 3:1 (a horizontal to

vertical ratio), install junction boxes between posts and at least 1.5 m back from the face of rail.

7. On top of underground utilities or storm drains, install the junction boxes at locations as directed.

Longitudinally, install junction boxes adjacent to the loop detectors or pole served, except do not install type 1A junction boxes in driveways and in locations subject to use by heavy trucks. When shown near the ends of medians, install junction boxes at least 3 m from the median end. When the offsets for electroliers and flashing beacon posts place them near the junction boxes served, install the junction boxes on the side of the electroliers and posts downstream of traffic flow. Limit the distance between adjacent junction boxes to the following dimensions:

1. 122 m for conduits that contain signal interconnect cable only.2. 91 m for conduits that exclusively contain two loop lead-in cables or a

single cable other than signal interconnect.

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3. 58 m for conduits that contain more cables than those listed in the two preceding limitations.

4. If the three preceding limitations require installing additional junction boxes not shown on the Plans, the Engineer will pay for them as extra work, otherwise, installing additional junction boxes will be at the Contractor’s expense.

After grading the roadside, vertically adjust those junction boxes that do not conform to the following criteria. In unpaved areas that will not be seeded, in areas adjacent to pedestrian facilities, and in paved medians, install the tops of junction boxes 25 mm below finished grade. In seeded areas, install the tops of junction boxes to 50 mm below the seeded surface.

Bond junction box lids to an equipment grounding conductor according to subsection 660-2.11. Attach the jumpers to the lids with brass or stainless steel hardware.

Install a stone drain under each junction box. Drains shall consist of coarse aggregate for concrete that conforms to subsection 703-2.02. Minimum drain dimensions include a 450 mm depth and a length and width equal to those of the junction box it drains. Compact the aggregate material as directed to prevent junction box settlement.

In every new and reused junction box, install an electronic marker that consists of an antenna encapsulated in a 100 mm diameter red polyethylene ball. Furnish markers that conform to the American Public Works Association standards for locating power. Markers shall respond to locator devices up to 1.5 m away, work at all temperatures, and contain no internal power source.

660-2.08 CONDUCTORS. Add the following after the second paragraph:Provide the following markings on the outer coverings of conductors and cables on intervals of 0.6 meters or less: manufacturer, the number of conductors or pairs in cables, conductor size, 600 V, the conductor or cable type and environmental conditions for which the conductor or cables are listed, and the symbol of an approved independent testing laboratory.

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Delete item 2 in its entirety and substitute the following:

2. Power Conductors. For individual conductors, install general purpose building wire manufactured according to UL Standard 44, ICEA S-66-524, and NEMA no. WC7. Furnish conductors insulated with cross linked polyethylene listed as type XHHW-2 and rated for 600 volts AC operation.

Use size 10 AWG wire for illumination tap conductors. In an electrolier, the illumination tap conductors run from the fused disconnect kit to the ballast in the luminaire. Furnish conductors with black, red, or white colored insulation as required to identify the two phase and neutral conductors, respectively.

Add the following items after #5. Telemetry Cable:

6. Illumination Cables. For cables that consist of three size 6 or 8 AWG conductors, furnish power cables that feature three conductors, each insulated with cross linked polyethylene, and a black, low density, high molecular weight polyethylene jacket. Use insulated conductors listed as type XHHW-2. Furnish these cables with one black, one white, and one red colored conductor and no grounding conductor. Use cables rated for 600 volts AC operation.

Use insulated conductors meeting ICEA S-66-524 and UL Standard 44. The jacket must also meet ICEA S-66-524.

7. Power Cables. For cables that consist of three size 4 AWG and larger conductors, furnish tray cables that feature three conductors, each insulated with cross linked polyethylene that meets the requirements of XHHW-2, and a PVC jacket. Furnish these cables without an integral grounding conductor. Use cables manufactured according to UL Standard 1277, ICEA S-95-658, and NEMA No. WC70. Provide cables listed for direct burial and resistance to sunlight and rated for 600 volts AC operation.

Furnish these cables with black conductor insulation with one printed number (1,2, or 3) identifying each conductor.

660-2.09 WIRING. Delete the first paragraph and second paragraph in entirety and substitute the following:

Wire cabinets with conductors sized to handle the amperage drawn under full cabinet use. Make wiring neat in cabinets by cabling wires together with self clinching nylon ties. Terminate spare conductors on terminal blocks. Attach

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conductors, including spares, to terminal blocks with “spade” type terminal lugs. Furnish additional terminal blocks if enough locations are unavailable in existing terminal blocks. Do not splice conductors within cabinets, poles, signal heads, and luminaires.

Do not pull conductors into conduits until the following conditions are met:

a. The prescribed clearances around conduit ends are provided,b. Crushed rock sumps are installed under junction boxes,c. Conduit ends protrude above the bottom of junction boxes within the

prescribed range,d. New conduits are free of materials that became lodged in them during the

completion of the work,e. Reused conduits are cleaned according to subsection 660-2.05,f. Junction boxes are set to grade, and g. Grounding bushings are installed on the ends of metallic conduits.

Delete item 3 in its entirety and substitute the following:

3. Pull, as a unit, the conductors specified to be installed into clean conduits, leaving existing conductors that will remain in service in place.

Delete items 11 and 12 in their entirety and substitute the following:

11. Encapsulate illumination cable splices in rigid 2 piece plastic molds filled with an insulating and sealing epoxy resin. Furnish molds large enough to complete the splices and encase the cable jackets in the epoxy resin. Furnish molds rated for 600 volts AC operation and feature fill and vent funnels for epoxy resin. Fill the splice mold bodies with epoxy resin that is resistant to weather, aromatic and straight chain solvents, and that will not sustain combustion.

12. Encapsulate loop lead in and telemetry cable splices in rigid, transparent, PVC molds filled with reenterable polyurethane electrical insulating and sealing compound. Furnish splice kits rated for 1000 volts AC operation and direct burial.

Provide reuseable four piece molds that are held together with stainless steel hose clamps. Two pieces form a cylinder and two flexible end caps seal the ends and allow the conductor entry. Use molds with dimensions suitable for the splice made, encase the cable jackets, and have fill and vent funnels.

Insert a loose woven polyester web that allows a full 6.35 mm of

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insulating compound to flow between the splice and the inside of the mold. Fill the PVC molds with reenterable polyurethane electrical insulating and sealing compound that cures transparent, is nontoxic, is noncorrosive to copper, and does not support fungi or mold growth.

Add the following items:

16. Retrofit reused poles with new tap wires, fused disconnect kits, and fuses.

17. Whenever the conductors can not be terminated as specified in the Plans in circuit breakers due to size, splice a piece of #8 AWG power conductor onto the end of each conductor using an overlap type, irreversible compression connector. Insulate the splice with heat shrink tubing. Complete the splice in the space between the top of the load center foundation and the bottom of the cabinet. Limit the length of the #8 AWG conductor to 1.5 m.

660-2.10 FUSED SPLICE CONNECTORS.In the fourth paragraph, replace 5 ampere with 10 ampere.

Replace subsection 660-2.11 with the following:

660-2.11 BONDING AND GROUNDING. Bond and ground branch circuits according to the NEC and the following requirements. Make noncurrent carrying but electrically conductive components, including: metal conduits, junction box lids, cabinets, transformer cases, and metal posts and poles, mechanically and electrically secure to an equipment grounding conductor. Make fixtures mounted on metal poles, including signal components and luminaires, mechanically and electrically secure to the pole.

Install grounding bushings with insulated throats on the ends of metallic conduits.

Install a bare stranded copper wire for the equipment grounding conductor in conduits, except those conduits installed for future use. Install size 8 AWG conductors, except in those conduits that contain circuit conductors larger than 8 AWG. In this case, install a wire equal in size to the largest circuit conductor. Attach the grounding conductors to the grounding bushings, leaving 300 mm of slack between each bushing. Connect grounding conductors together using irreversible compression type connectors to form a fully interconnected and continuous grounding system.

Retrofit existing spare conduits that will contain new cables exclusively with new grounding bushings. When the Plans require installation or removal of

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conductors from existing conduits, retrofit them with new grounding conductors sized according to the preceding paragraph.

Bond junction box lids to the grounding conductor using copper braid with a cross sectional area equal to an 8 AWG conductor. Connect bonding jumpers to the grounding conductors using irreversible compression type connectors. Replace missing or damaged conduit and junction box lid bonding jumpers.

Join the equipment grounding conductors from the conduits to the 4 AWG grounding electrode conductor using irreversible compression connectors at Portland cement concrete foundations. For pile foundations, attach the equipment grounding conductor from the conduit to the pile cap adapter with a listed mechanical grounding connector.

When installing signal poles, signal posts, and lighting standards with frangible coupling bases, run a 1.2 m long grounding conductor from the grounding bushing on the conduit to the grounding lug located in the hand hole of each pole.

Bond slip base type standards and pedestals by using 2 conductors from the conduit, one attached with a ground rod clamp to an anchor bolt and the other connected to the grounding lug located in the hand hole of each pole.

Ground one side of the secondary circuit of a transformer.

Install a 19 mm by 3 m copper clad ground rod inside each controller cabinet foundation and a 6 AWG bare stranded copper wire for the grounding electrode conductor.

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660-2.14 FIELD TESTS. Electrical circuits must pass the following tests before the Engineer will accept the work for payment. Perform these tests in the presence of the Engineer, and document the results of each test on a per circuit basis. Retain a copy of test results and give the original documents to the Engineer. Furnish equipment needed to perform these tests.

The Contractor shall at the Contractor’s expense replace or repair, in an approved manner, faulty materials and work revealed by these tests. After making repairs, repeat tests on the repaired circuit and continue this process until circuits have passed required tests. The Department reserves the right to have circuits retested, and to use the retest results to accept or reject individual circuits.

a. Grounds. Before completing the circuitry and functional tests, physically examine conduits ends, junction box lids, load centers, and the foundations for signal posts and poles, lighting poles, and controller cabinets to ensure the grounding system required by subsections 660-2.11 and 661-3.01 has been installed and splices and connections are mechanically firm.

b. Continuity. Test each loop detector circuit for continuity at the roadside junction box before splicing the loop detector to the lead in cable. Each loop detector must have a resistance less than 0.5 ohms.

After splicing the loop detectors to the lead in cables, test each pair at the controller or detector cabinet. Each pair must have a value less than 5 ohms for single pair lead in cables and 10 ohms for multi pair lead in cables. The continuity test ohm reading at the cabinet must be greater than the ohm reading measured for the loop detector at the junction box.

c. Insulation Resistance (megohm) Test. Complete this test to verify the integrity of each conductor’s insulation after pulling the conductors and cables into position and before terminating the conductors. At 500 volts DC, each conductor’s insulation shall measure a minimum resistance of 100 megohms or the minimum specified by the manufacturer. With single conductors, complete the test between conductor and ground. In each multi conductor cable, complete the test between conductors and between each conductor and ground.

After splicing the loops in the lead in cables, measure each pair in the lead in cables at the controller or detector cabinet between one conductor and the cabinet ground rod.

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d. Inductance Test. Measure each detector loop and lead in cable system at the controller or detector cabinet. The inductance must be in the range of 50 to 500 microhenries.

e. Circuit. Energize every signal indication circuit with lamps installed before installing the load switches.

f. Functional. Perform the following tests on each signal and lighting system after the component circuits have satisfactorily passed the tests for continuity, grounding, insulation integrity, and circuitry.

1) For each new traffic signal system, complete at least 24 hours of flashing operation, followed by not less than 5 days of continuous, satisfactory operation. The Engineer may decide to omit the flashing portion of the test for modified signal systems and for new signals that replaced existing signals that remained in operation during the construction phase.

If the Engineer omits flashing operation and the system performs unsatisfactorily, correct the condition and repeat the test until the system runs for five days with continuous, satisfactory operation.

Begin the signal functional tests between 9:00 a.m. and 2:00 p.m. on any day, except a Friday, Saturday, Sunday, a legal holiday, or the day before the legal holiday.

Before each system turn on, aim signal faces according to subsection 660-3.08 and ensure equipment specified in the Plans is installed and operable, including: pedestrian signals and push buttons; signal backplates and visors; vehicle detectors; highway lighting; and regulatory, warning, and guide signs.

2) Perform the functional test for each highway lighting system and sign illumination system until the systems burn continuously 5 days without the photocell, followed by a 5 day operational test using the photocell.

3) Perform the functional test for each flashing beacon system for not less than 5 days of continuous, satisfactory operation.

4) Perform a continuous 5 day burning test on each pedestrian overpass and underpass lighting system before final acceptance.

A shut down of the electrical system due to a power interruption

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does not constitute discontinuity of the functional test if the system functions normally when power is returned.

660-2.15 GALVANIZING. Delete the first paragraph in its entirety and substitute the following:

Hot dip galvanize lighting and signal structures to meet AASHTO M 111 and these specifications. Completely submerge pole and mast arm segments in one dip in a kettle of concentrated zinc ammonium chloride flux solution heated to 54 oC, then completely submerge in one dip in a separate kettle of prime western grade zinc heated to approximately 440 oC.

After the poles and mast arms are galvanized, remove excess zinc from drip lines and points and the surfaces of tube ends that form slip type joints to provide a smooth finish.

Add the following: Examine new, reused, and State furnished equipment for damage to the finish before putting the equipment into service. Repair damaged galvanized finishes as follows:

Repair damaged areas more than 300 mm away from welds and slip fit ar-eas by applying a minimum 0.198 mm of zinc based alloy applied accord-ing to ASTM A780.

If the damaged areas are within 300 mm of welds and slip fit areas, make the repair by applying a minimum 0.198 mm of zinc rich paint applied ac-cording to ASTM A780.

660-2.16 PAINTING. Add the following: Examine new, reused, and State furnished equipment for damage to finishes before putting the equipment into service. Repair damaged painted surfaces according to 660-2.16.2.

Delete item 2. Reused Equipment. and substitute the following:

2. Reused Equipment and Repairing Damaged Finishes.

Repair damage to painted finishes according to the following:

(1) Wash the equipment with a stiff bristle brush using a solution containing two tablespoons of heavy duty detergent powder per gallon of water. After rinsing, wire brush surfaces to remove poorly bonded paint, rust, scale, corrosion, grease, or dirt. Remove dust or residue remaining after wire brushing before priming.

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(2) Factory or shop cleaning methods may be used for metals if equal to the methods specified herein.

(3) Immediately after cleaning, coat bare metal with pretreatment, vinyl wash primer, followed by 2 prime coats of zinc chromate primer for metal.

(4) Give signal equipment, excluding standards, a spot finishing coat on newly primed areas, followed by 1 finishing coat over the entire surface.

(5) Give nongalvanized standards 2 spot finish coats on newly primed areas.

Paint coats may be applied either by hand brushing or by approved spraying machines. Perform the work in a neat and workmanlike manner. The Engineer reserves the right to require the use of brushes for the application of paint, should the work done by the paint spraying machine prove unacceptable.

660-3.08 INSTALLATION DETAILS. Add the following before the Loops subsection:

Install signal and lighting equipment according to the details shown on the Plans and the following:

Apply antiseizing compound to the following fasteners: frangible couplings, mechanical grounding connectors, bolts that secure hand hole covers and signal mounting hardware to poles and mast arms. Remove the fasteners from luminaire mounting brackets, fused disconnect kits, grounding bushings, and signal faces that secure the visors, and apply antiseizing compound to these fasteners before completing the installation.

Before passing conductors through the holes made in posts, poles, and mast arms for wire ways, remove the burrs and sharp edges from the inside and outside of these holes.

Until each traffic signal and/or flashing beacon goes into operation, keep the vehicular and pedestrian signal faces covered with beige colored canvas shirts sized to fit the signal faces shown in the Plans. Each signal shirt shall feature elasticized openings that fit over the visors and at least two straps to secure it to the signal. Provide shirts with a legend that reads “out of service” and a center section that allows an operator to see the indications during system tests.

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When not shown in the Plans, determine the shaft lengths of lighting and signal poles and signal mast arm connector plate locations to provide the Plan mounting heights of luminaires and traffic signal heads.

Furnish work to install foundations for relocated poles, including: conduit, excavation, reinforcing steel, Class A concrete, anchor bolts, nuts, and washers.

660-3.09 SIGNAL HEADS. Delete the first sentence and substitute the following: Conform to Chapter 2 of Equipment and Material Standards of the ITE (Publication ST-0017A), Vehicle Traffic Control Signal Heads (VTCSH).


660-3.16 LUMINAIRES. Furnish luminaires that conform the following specifications and provide the light distributions specified. When luminaire performance criteria are specified, luminaires shall also:

1) Meet or exceed the minimum initial light levels indicated. 2) Provide light distribution uniformity ratios and veiling luminance ratios

equal to or less than the maximums indicated.

When luminaire performance criteria are specified, submit the following information for each luminaire type and light distribution type specified: luminaire specifications, the lumen output of the lamps that will be furnished, and current electronic photometric data to the Engineer for approval. Furnish the photometric data in Illuminating Engineering Society (I.E.S.) format. The Engineer will use software that calculates light levels and uniformity ratios according to the American National Standard Practice for Roadway Lighting, A.N.S.I./I.E.S RP-8 to verify each luminaire provides the light levels, uniformities, and veiling luminance ratios specified.

When cut off distributions are specified, furnish luminaires with flat glass lenses and a full cutoff light distribution as defined in the American National Standard Practice for Roadway Lighting, A.N.S.I./I.E.S RP-8, dated 2000.

Furnish each luminaire with a high pressure sodium lamp of the wattage specified and matching ballast with an input voltage equal to circuit voltage. Furnish lamps that feature a rated life of 24,000 hours based on 10 hours per start and ballasts that conform to subsection 660-3.19.

Install luminaires that feature:

1. Corrosion resistant enclosures with gray paint finish and space for the

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ballast.2. Third party certification for use in wet locations.3. Glass lenses, unless polycarbonate resin refractors are specified.4. Terminal blocks for attaching the illumination tap conductors.5. Aluminum reflectors with an ALZAK or ALGLAS finish.6. Optical components free of substances that affect photometric

performance, e.g. paint.7. Housings cast with no provision for a photoelectric control receptacle, for

luminaires served by Load Centers G and H only. Furnish all other luminaires with a photoelectric control receptacle. Install photoelectric controls that conform to 661-2.01 and 661-3.01.

8. Airtight reflector and lens units that breathe through activated charcoal filters and include elastomer gaskets to seal the gap between the two components. Gasket material must withstand the temperatures involved and be securely held in place.

9. Plug in starting aids in fixtures with lamps through 400 watts.

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Each cobrahead luminaire shall also include:

1. An easily removed hinged door used exclusively for mounting the ballast. 2. A second door that frames the lens, hinges on the house side, and fastens

on the street side with an automatic type latch. 3. A four bolt mounting brackets that fit 50 mm nominal diameter standard

pipe and feature a center pivot for leveling the luminaire.

Offset luminaires shall also include knuckle style pole top adapters that are sized to fit 50 mm nominal diameter standard pipe and feature a wire way meeting NEC requirements for installing three size 10 AWG conductors between the pole and the terminal block located in the luminaire.


660-3.18 ILLUMINATION CONTROL. Use three wire photoelectric controls that directly switch a circuit from one conductor to another. Furnish plug-in photoelectric control units.

Furnish photoelectric control units that consist of a light sensitive element connected directly to a normally closed, single pole, single throw, control relay free of intermediate amplification. For highway lighting, use horizontal or zenith type sensing units that:

a. Operate at voltages between 120 and 277 volts AC, 60 Hz,b. Handle loads up to 1,800 volt-amperesc. Operate at temperatures from -40 °C to +66°Cd. Consume less than 10 watts of powere. Feature a 3-prong, EEI-NEMA standard, twist-lock plugf. Turn-on between 10.8 and 54 lux and turn-off at light levels between 1.5

and 5 times those at turn-on.

Measurements must meet the procedures in EEI-NEMA Standards for Physical and Electrical Interchangeability of Light-Sensitive Control Devices Used in the Control of Roadway Lighting.

Install photoelectric controls at the locations indicated. Orient photoelectric control units to face the north sky.

Furnish 75 mm wide screens that reach the top of photoelectric control units to prevent artificial light from interfering with normal photoelectric control operation. Furnish screens constructed of 1.5 mm minimum thick aluminum meeting ASTM B 209, alloy 3003-H14.

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660-3.21 SALVAGING OR REUSING ELECTRICAL EQUIPMENT. Replace this subsection with the following: When the Plans includes existing electrical equipment scheduled for removal or relocation, remove and store the equipment listed in the following paragraph without damaging it. Deliver removed equipment not scheduled for reuse to the District Maintenance Station at 46445 Sterling Highway in Soldotna, Alaska. Notify Brian Gabriel, Electrician, or Carl High at 262-2199 one week before the planned delivery date.

Salvage the controller assemblies, signal heads, mounting brackets, luminaires, lighting standards, signal posts and poles, mast arms, optical detectors, load centers, light emitting diode optical units, and the lids of junction boxes scheduled for removal and other materials scheduled for relocation. The Contractor shall replace at the Contractor’s expense salvaged equipment damaged or destroyed before or during delivery or reinstallation.

Controller assemblies and load centers include the cabinet and equipment contained in the cabinet before Contract award.

Remove other materials not scheduled for reuse from the highway right of way, including conduits, junction boxes, conductors, and foundations. Raze the tops of foundations abandoned in place according to subsection 660-2.03. Fill the holes left by removing junction boxes and foundations with Selected Material Type A and compact them as directed.

With approval, after removing conductors, conduits that do not interfere with other construction may be abandoned, with a credit taken by the Department. Remove the ends of abandoned conduits from the junction boxes that will remain in service.

Within 15 days of the Notice to Proceed, complete an inventory of the materials that will be salvaged in the presence of the Engineer. Note the location and condition of the materials. When material specified for reuse is found in an unserviceable condition, the Engineer will determine whether to repair it or

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replace it with new material, which will be paid for as extra work under subsection 109-1.05. Retain a copy of the inventory and give the original documents to the Engineer.

When the Plans specify reinstalling existing equipment at new locations and installing State furnished equipment, the Contractor shall complete the following work at the Contractor’s expense.

a. For poles, install new foundations, furnishing the new nuts, bolts, washers, and conduits needed to complete the installations.

b. For lighting poles, install new illumination tap wires and fused disconnect kits.

c. For luminaires, clean the luminaires inside and out and install new lamps of the same wattage.

d. For signal heads, furnish and install the mounting brackets needed to complete the relocation, and clean the inside and out of the signal heads.

e. For poles and undisturbed poles from which the Plans specify removing equipment, repair the holes that were made to mount equipment according to subsection 660-1.02 and repair the finishes according to subsections 660-2.15 and 660-2.16.2 as applicable.

When ordered, the Engineer will pay for repairing damaged finishes on existing equipment according to subsections 660-2.15 and 660-2.16.2 as extra work.

If new equipment is used rather than reusing the equipment specified, notify the Engineer of the change and include a submittal according to subsection 660-1.03.


Item 660(22) Illumination Price Adjustment. By the mile for each roadway with all or part of its illumination system inoperative. A divided roadway is considered one roadway. Ramps are considered a separate roadway. The Engineer will measure each unlit section less than one mile long as one mile.

660-5.01 BASIS OF PAYMENT. Add the following: No separate payment for the removal and relocation of Electrolier #67B on the north side of Port Ave will be made. This work is subsidiary to Item 660 (3), Highway Lighting System Complete.

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The amount bid for an item shall include full compensation for:

a. Excavation, bedding, and backfill to install the components shown in the Plans. Dewatering excavations is a subsidiary obligation of completing the excavation work.

b. Removing and repairing existing improvements to complete the work, the repairs of which are not covered by other items in the contract.

The Engineer will pay for the disposal of surplus and unusable excavation and for imported backfill and bedding material at their respective contract unit prices, or as extra work if the contract does not include these items.

The costs of repairing damage to finishes on new equipment are a subsidiary obligation.

Photoelectric controls for luminaires served by Load Centers A, B, C, E, and F are subsidiary to item 660(3) Highway Lighting System Complete. Photoelectric controls for luminaires served by Load Centers G and H are subsidiary to 661 items.

The costs of maintaining the existing and temporary electrical system to keep them fully operational are a subsidiary obligation of the 660 items included in the Contract.

For each mile of roadway with existing lighting systems that was not fully operational, the Engineer will deduct $1275.00 per day from the payments due the Contractor.

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Add the following.



660(2A) Fire Station Flashing Beacon System Complete Lump Sum

660(5A) Structure Illumination System Complete, Lump SumPedestrian Undercrossing

660(14) Salvage Existing Electrolier Each

660(22) Illumination Price Adjustment Contingent Sum

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SECTION 661

ELECTRICAL LOAD CENTERS

Special Provision

661-1.02 REGULATIONS AND CODE. Delete the third paragraph and substitute the following:

Perform welding according to subsection 504-3.01, and the requirements of the individual items.


661-1.03 EQUIPMENT LIST (S) AND DRAWINGS. Submit 4 collated copies of a portfolio of equipment and material to be installed within 30 days following award of the Contract. The Department will review these for approval. The portfolio(s) shall consist of a table of contents which includes each item’s intended use(s) and catalog cuts that include the manufacturer’s name, type of product, size, model number, conformance specifications, and supplemented by other data as may be required, including manufacturer’s maintenance and operations manuals, or sample articles. This information may be included in the portfolio for 660 items.

The Department will not be liable for material purchased, labor performed, equipment used, or delay to the work before equipment and materials have been reviewed and approved.

661-2.01 MATERIALS. Add the following at the beginning of the subsection:Load centers must be a NEMA Type 3R enclosure constructed of stainless steel with no external screws, bolts, or nuts.

Delete the 8th paragraph and substitute the following:

Use three wire photoelectric controls that directly switch a circuit from one conductor to another. Furnish two piece photoelectric controls that consist of a plug in photoelectric control unit and a locking type receptacle set in a cast aluminum adapter.

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Furnish photoelectric control units that consist of a light sensitive element connected directly to a normally closed, single pole, single throw, control relay free of intermediate amplification. For highway lighting, use horizontal or zenith type sensing units that:

a. Operate at voltages between 120 and 277 volts AC, 60 Hz,b. Handle loads up to 1,800 volt amperesc. Operate at temperatures from -40 °C to +66 °Cd. Consume less than 10 watts of powere. Feature a 3 prong, EEI-NEMA standard, twist-lock plugf. Turn-on between 10.8 and 54 lux and turn-off at light levels between 1.5

and 5 times those at turn-on.


For photoelectric controls installed on Load Centers G and H, furnish twist lock type, phenolic resin receptacles set in a cast-aluminum mounting adapter with a threaded connection that fits conduit outlet bodies threaded for 13 mm rigid metal conduit, General Electric MB-PECTL or approved equal.

Furnish 75 mm wide screens that reach the top of photoelectric control units to prevent artificial light from interfering with normal photoelectric control operation. Furnish screens constructed of 1.6 mm minimum thick aluminum meeting ASTM B 209, alloy 3003-H14.

Add the following to the ninth paragraph: Furnish meter sockets and landing pads rated for 200 ampere services.

Add the following:Furnish one piece 20 mm diameter by 3.4 meter long copper clad steel rods.

Furnish one piece bronze ground rod clamps with a hex head setscrew, which are suitable for direct burial and for use with copper clad ground rods.

660-3.01 CONSTRUCTION REQUIREMENTS. Delete the 12th paragraph and substitute the following:

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Install photoelectric controls at the locations indicated. Orient photoelectric control units to face the north sky. Install a screen to prevent artificial light from interfering with normal photoelectric control operation.For photoelectric controls installed on load centers, complete the work as follows: Install a Myers hub in a cabinet wall shielded from traffic. To the hub, attach an assembly that consists of a type LB conduit body, a length of conduit, and a type C conduit body. Fabricate the conduit at least 1 m long and locate the photoelectric control a foot above the top of the load center. Mount the photoelectric control adapter on the type C conduit body. Install a conduit hanger to brace the top of the conduit.

661-5.01 BASIS OF PAYMENT. Add the following: The costs of repairing damage to finishes on new equipment are a subsidiary obligation.

Payment of fees required by the local authority for an electrical inspection and the costs of correcting the deficiencies noted during the inspection shall be considered incidental to the Section 661 items.

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SECTION 669

AUTOMATED TRAFFIC RECORDER STATIONS

Special Provisions

669-1.01 DESCRIPTION. This work shall consist of furnishing and installing, three Automatic Traffic Recorder stations***deleted***.

An Automated Traffic Recorder (ATR) station is a vehicle detection system and may contain a traffic volume counter, an Automated Vehicle Classifier (AVC), a Weigh-In-Motion (WIM) system and/or other equipment. ATRs are operated and maintained by personnel of the Highway Data Section (HDS); main office located at 2200 E. 42nd Ave., Anchorage, phone (907) 269-0876.

***deleted***

The simplest form of ATR is an Intermittent Volume Recorder (IVR), which consists of inductive loop sensors connected to a traffic counter. In each traffic lane, an inductive loop is buried beneath the pavement. Lead wires run from the sensors to a type CBA1 cabinet located at the side of the road. At the type CBA1 cabinet, the lead wires connect to the traffic counter. A portable, battery-operated traffic counter that detects passage of vehicles and stores the data for later retrieval collects traffic volume information.

The locations of traffic detection sensors and cabinets, shown on the Plans are approximate and the Engineer shall establish the exact locations in the field.

A general description of the Automated Traffic Recorders on the project is as follows:

H1: Seward Highway Station “C” 2+760, IVR, 2 lane vehicle sensor array with 1 Presence Loop per lane, 12 feet right offset CBA1 cabinet without electrical and without telephone service. Supply and install the CBA1 cabinet, Junction Boxes, Conduit, IVR traffic counter and loop presence sensors as shown on the Plans. Install Inductive Loop Presence Sensors beneath the new pavement by burial as shown on the Plans.

H2: Seward Highway Station “C” 4+800, IVR, 2 lane vehicle sensor array with 1 Presence Loop per lane, 12 feet left offset CBA1 cabinet without electrical and without telephone service. Supply and install the CBA1 cabinet, Junction Boxes, Conduit, IVR traffic counter and loop presence

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sensors as shown on the Plans. Install Inductive Loop Presence Sensors beneath the new pavement by burial as shown on the Plans.

H3: Seward Highway Station “C” 6+780, IVR, 2 lane vehicle sensor array with 1 Presence Loop per lane, 13.5 feet left offset CBA1 cabinet without electrical and without telephone service. Supply and install the CBA1 cabinet, Junction Boxes, Conduit, IVR traffic counter and loop presence sensors as shown on the Plans. Install Inductive Loop Presence Sensors beneath the new pavement by burial as shown on the Plans.

669-1.02 REGULATIONS AND CODE. Materials and workmanship shall conform to the standards of the Underwriter's Laboratories, Inc. and the National Electrical Safety Code and local safety code requirements, where applicable.

Electrical equipment shall conform to the standards of the National Electrical Manufacturer's Association, where applicable.

669-2.01 MATERIALS. Materials provided for the work shall be new, and shall meet the following requirements:

1. Wiring. Wiring shall be according to subsection 660-2.09, Wiring. Single wire conductors and cables shall have clear, distinctive and permanent markings on the outer surface throughout the entire length giving the manufacturer's name or trademark, the insulation type letter designation, the conductor size, voltage rating and the number of conductors if a cable. Home run label wires and cables for field location in each junction box and cabinet; for example, W1SLA (for wire) and GaSLA (for cable).

2. Conduits. Conduits shall be according to subsection 660-2.05, Conduit. Conduits, except for PVC conduit forming the inductive loops, shall be galvanized rigid metal. Grounding bushings shall be plastic-sleeved to minimize the potential for insulation damage during wire pulls.

3. Junction Boxes. Junction boxes shall be according to subsection 660-2.06, Junction Boxes. ***deleted*** Label the covers of junction boxes used for loops or sensor wires with “TRAFFIC”. Label covers of junction boxes used to provide electrical service to ATR installation ‘ELECTRIC’. Junction boxes for 120/240 volt electrical services shall be kept completely separate from junction boxes containing loop or sensor wiring. ***deleted***

4. Terminal Blocks. Provide terminal blocks with nickel, silver or cadmium plated brass binder head screw terminals. Terminal blocks shall be a

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barrier type, 600vac, @ 20 amps, capacity for 12-18 AWG wire with removable shorting bars in each position and with integral type marking strips. ***deleted***

5. Presence Loops . Presence loops shall be according to subsection 660-2.08, Conductors. Conductors used for detector inductive loops shall be UL listed as ***deleted*** specification #51-5-1984 single conductor PVC nylon with tube jacket, type THHN, #14 AWG.

Multiple pair loop lead-in cable shall consist of twisted pairs of 18AWG stranded tinned copper wire. ***deleted***Each twisted pair shall have its own 20 AWG tinned copper drain wire. An aluminum shield shall surround each individual bundle of twisted pair and drain wire. Multiple pair loop lead-in cable shall have an overall PVC or PE outer jacket.

6. ***deleted***

Style CBA 1 cabinets . Cabinets shall meet or exceed a NEMA 3R rating. ***deleted*** Style CBA1 cabinets shall meet the following requirements:

a. Cabinet Dimensions. Unless otherwise shown on the Plans, the cabinet shall be 518 mm high, 440 mm wide, and 412 mm deep. ***deleted***

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b. Cabinet Construction. The cabinet and hinged door shall be constructed from ***deleted*** sheet aluminum alloy *** deleted*** and shall be unpainted, with a smooth grain finish on the exterior. ***deleted*** Welds shall be neatly formed and free of ***deleted*** irregularities. Inside and outside edges of the cabinet shall be free of burrs. ***deleted*** Cabinet shall be provided with aluminum mounting plate as shown on the Plans. ***deleted***

***deleted***

c. Shelves. An adjustable equipment shelf shall be mounted inside the cabinet. The adjustable equipment shelf shall be supported on both sides and located 75 mm upwards from the bottom of the cabinet. Construct shelves from 5052-H32 or better sheet aluminum alloy with a minimum thickness of 3.15 mm. ***deleted***

***deleted*** 7. Pavement. Pavement materials shall meet the following

requirements.

Asphalt Pavement. Materials used for asphalt pavement shall conform to Section 401, Asphalt Concrete Pavement for Asphalt Concrete, Type I and shall be approved by the Engineer.

***deleted***

669-3.01 CONSTRUCTION REQUIREMENTS.

***deleted***

1. Wiring.

a. Reference Requirements. Install wiring according to subsection 660-2.09, Wiring. ***deleted***

b. Termination. At junction boxes, unused pairs shall be terminated within splices. At cabinets, unused pairs shall be terminated to a terminal block. At terminal blocks, conductors, including unused spares, shall terminate and be soldered to “spade” type terminal lugs.***deleted***

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c. Relief. Wiring shall have at least 0.6 m of slack cable in each junction box and at least 1.8 meters of slack cable available in the equipment cabinet before the terminal block.

d. Labeling. Wiring shall be labeled in junction boxes and terminal blocks.

2. Conduits.

a. Referenced Requirements. Install conduits according to subsection 660-2.05, Conduit or as indicated on the Plans.

b. Pull Cords. Nylon pull cords shall be left in conduits larger than 25 mm and in spare conduits.

c. Bushings. Plastic or plastic sleeved bushing shall be in place before wire pulls are performed.

3. Junction Boxes .

a. Reference Requirements. Install junction boxes according to subsection 660-2.06, Junction Boxes or as indicated on the Plans.

b. Voltage Limitation. Junction boxes used for ATR installations shall not contain wiring carrying greater than 24 V or conduits carrying wiring of systems at or greater than 24 V.

4. Terminal Blocks .

a. Terminal Block Placement. ***deleted*** Terminal blocks within cabinets shall be mounted so that terminals are easily accessible from the front of the cabinet.

b. Labeling. Terminal block and wire pairs shall be clearly labeled on the block.

c. Termination. ***deleted*** Conductors, including unused spares, shall terminate and be soldered to "spade" type terminal lugs. ***deleted***

5. Presence Loops .

a. Reference Requirement. Install and construct presence loops

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according to subsection 660-3.08, Installation Details, unless otherwise specified on the Plans. ***deleted***

b. Placement Design Adherence : The Plans are not schematics; ***deleted*** installation of the presence loops ***deleted** shall closely conform to the location and layout of conduit runs shown in the Plans.

c. Presence Loop Dimensions. Unless otherwise noted, presence loops shall be formed of 4 turns of wire, and shall be 1.83 m square with ± 25 mm tolerances

d. Lead - in Conduit . Lead-in conduit from edge of pavement to the presence loops shall be straight and perpendicular to the centerline of the road.

e. Presence Loop Alignment. Presence detector loops shall be centered in the traffic lane ± 25mm tolerance.

f. Presence Loops in Asphalt :

I. Presence Loops in Existing Asphalt. Install presence loops installed through existing asphalt paving using full lane width cuts a minimum of 2.43 meters in length. Inductive loops centered in the 2.43 meters and spaced a minimum distance of 0.3 m to the edge of the cut. Edges of the cuts shall be heated and tack coated during patching to ensure full adhesion. Roll full width patches sufficiently to ensure compaction equal or better than the existing asphalt, and to prevent edge ridges or settling of the patch from 'telegraphing' through the final lift asphalt. The Contractor shall perform compaction at the discretion of the Project Engineer.

II. Presence Loops In New Asphalt. Loops installed in new asphalt paving shall be installed immediately before final paving of the particular section of road. Installation of loops after final lift paving shall not be permitted.

***deleted***

6. Cabinets. ***deleted***

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a. Cabinet Placement and Orientation. Cabinets shall be installed out of the clear zone and the doors facing away from the road.

b. Conduit Entry. Conduits entries for above ground enclosure shall be made through the bottom of the enclosure. No conduit runs shall be cut through the sides or the top of above ground enclosure.

c. Style CBA1 Cabinets.

I. Mounting . The Style CBA1 cabinets shall be mounted on a 63mm perforated steel tube and supported with a sleeved concrete foundation as shown on the Plans.

II. Terminal Blocks . Terminal blocks in CBA1 cabinets shall be mounted vertically as shown on the Plans.

7. Asphalt Pavement Smoothness : There shall be no transverse seams, joints or roughness within 15.24 meters of inductive loops placed in asphalt pavement section. The finished surface of the asphalt shall be tested with a straightedge 3 m long. The surface shall not vary more than 6 mm from the lower edge of the straightedge in an area within 15.24 meters of sensors at the ATR installations. Run a profilograph equipped with a chart recorder, at the discretion of the Engineer, along each wheelpath of each lane***deleted***. The Contractor shall operate the profilograph supplied by the Highway Data Section. Each profilogram shall extend 15.24 m beyond either end of the ATR installation. The asphalt surface as recorded by the chart recorder shall not vary more than 6 mm in three meters of distance.

***deleted***

8. Field Inspection. Before installation of conduit, wiring, inductive loops or cabinets, the Contractor shall notify the Engineer. Notification shall be given in writing, a minimum of 3 working days before installation (excluding Saturday, Sunday and State or Federal Holidays). The Engineer shall be present to approve the installation before final burial or encasement. Unacceptable installations shall be corrected and re-inspected for completeness before burial or encasement. Burial or encasement without approval by the Engineer shall be uncovered, removed, and/or replaced at the Contractor’s expense. Expense or delay in the project scheduling will be the responsibility of the Contractor.

669-3.02 ACCEPTANCE TESTING. The Contractor shall perform acceptance

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testing on ATR installations.

General Tests. ATR installations shall have tests conducted according to subsection 660-4.01, Installation Details.

***deleted***

669-3.05 DELIVERABLES. Submit deliverables to Engineer before final approval of the work or as otherwise called for herein.

1. Material Submittal.

a. Format and Contents. Provide a Materials Submittal of proposed equipment and materials for the ATR installations. The Materials Submittal shall consist of three collated copies of an equipment and materials portfolio. Each identical portfolio shall contain information of sufficient detail to determine the suitability of the equipment and materials proposed.

b. Table of Contents. Each portfolio shall include a table of con-tents listing each item's intended use, item description, product name, manufacturer, and model or part number and reference to associated information within the portfolio.

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c. Reference Drawings. The Materials Submittal shall include a detailed shop drawing of each equipment cabinet showing the location of mounted components. ***deleted***

d. Delivery Interval. Deliver the Materials Submittal for review and approval of the Engineer within 30 days following award of Contract.

e. Liability. The State of Alaska will not be liable for materials purchased, labor performed, equipment used or delay to work before equipment and materials have been reviewed and approved.

***deleted***

2. As-Built Plans.

a. ***deleted*** Prepare four complete sets of asbuilt plans that will be kept current with the construction. These asbuilt plans shall detail construction changes made to the ATR design and include the following information on the appropriate sheets:

I. location and depth of inductive loops and conduit runs, II. locations of equipment cabinets and junction boxes.III. station and offset of junction boxes.

***deleted***

b. Three sets of asbuilt plans shall be presented to the Engineer. Affix one set in a waterproof, clear plastic holder to the inside of the cabinet door at the appropriate Automated Traffic Recorder Installation.

c. Redlines of full size construction Plans will be acceptable as-builts.

3. Photographs.

a. Provide photograph prints, 35 mm negatives, and Kodak PictureCD format CDROMs documenting sensor installations.

b. Deliver photographs, negatives, and CDROMs organized in one or more white colored, D-ring style, 3 ring binders with

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clear insert overlays on fronts and spines. Photographs and negatives will be mounted in archival quality polypropylene pocketed sheets. CDROMs will be place in CD storage sheets inside the binders.

c. The photographs shall be 127 mm x 178 mm color prints.

d. ***deleted*** Label each photographs with the identification its subject. ATR station and designation as indicated on the Plans will be used as identification whenever possible ( example: H1 - W1NLA). Labels will be photographed with the subject and will be rendered large enough to be read with the unaided eye.

e. The photographs shall show the inductive loops and conduit in place before covering with gravel and pavement for asphalt pavement sites, or before covering with epoxy compound for concrete pavement sites. The photographs shall include:

I. two or move overall views of each ATR installation showing placement of inductive loops.

II. one or more views of each loop showing the loop and the conduit to the nearest junction box

4. Test Results. Provide written or printed copies of the final results of tests, signed by the Contractor, to the Engineer before acceptance of the Automated Traffic Recorder Installation. Conduct tests according to subsection 660-4.01, Installation Details.

5. Manuals . Provide the Engineer installation, repair, and operation manuals for Automated Traffic Recording equipment, telemetry equipment, dataloggers, and environmental sensors.

6. Materials As Required .

a. ***deleted***Provide the Engineer ATR equipment, sensors, and epoxy grout remaining after installation***deleted***.

b. Palletize the Deliverable Materials.

c. Group the contents of each pallet by like items.

d. Attach to each pallet a sealed plastic pouch containing complete copies of Materials Safety Data Sheets that apply to

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the contents of that pallet.

e. Provide an itemized list of Deliverable Materials. For each item list shall detail:

I. Item description: including nature of the item, brand name, manufacturer name, model number, type number and serial number.

II. Item conditionIII. Item quantity

f. Provide complete copies of Material Safety Data Sheets that apply to the Deliverable Materials. Attach these Material Safety Data Sheets after the last page of the Deliverable Materials list.

***deleted***

669-4.01 METHOD OF MEASUREMENT. The quantity to be paid for will be the completed and accepted Automated Traffic Recorder Installations as shown on the plans or as directed by the Engineer.

669-5.01 BASIS OF PAYMENT. The contract unit bid price for Automated Traffic Recorder installations shall be full compensation for furnishing equip-ment, labor and materials necessary to complete the work as specified, with the following exceptions:

1. ***deleted***Backfill materials required will be paid for under respective pay items.

2. ***deleted***Asphalt required will be paid under a separate pay item.

***deleted***

***deleted*** Excavation, asbuilt plans, ***deleted*** and acceptance testing required will not be paid for separately, but will be subsidiary to the Automated Traffic Recorders.

Type IA J-Boxes, 27 mm rigid conduit, and 53 mm rigid conduit associated with the Automated Traffic Recorders are subsidiary to the 669 items. Traffic Control required to install Automated Traffic Recorders is paid for under 643 items.

WITHHOLDING. To ensure full compliance under this section, 20% of the

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amount for Pay Item 669(1) shall be withheld until the deliverables have been provided to the Engineer and approved by the Highway Data Section in writing:



669(1) Automated Traffic Recorders H1, H2, H3 Lump Sum

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SECTION 670

TRAFFIC MARKINGS

Special Provisions

670-1.01 DESCRIPTION. Delete this subsection in its entirety and substitute the following: This work shall also consist of placing Durable Pavement Markings as indicated on the Plans.

Durable pavement markings consist of either preformed marking tape or Methyl Methacrylate pavement markings at the Contractor’s option. Once selected, only one durable pavement marking type shall be used throughout that section indicated on the Plans.

670-3.01 CONSTRUCTION REQUIREMENTS. Delete Item No. 2 and substitute the following:

2. Preformed Marking Tapes (PMT). Apply the PMT material as directed by the manufacturer using the appropriate inlay method either (a) or (b) below. A conventional steel wheel roller shall be dedicated to the installation of the PMT. Final pavement markings shall be installed 7 days after the top lift of pavement asphalt is installed. All, temporary or final, pavement markings shall be installed by September 30th.

Store PMT materials between 15 C and 30 C for at least 24 hours before installation. During installation, maintain field stockpiles at the required storage temperature.

a. Hot Inlay Method: Use this method for applying PMT to new hot asphalt pavements where the temperature of the mat is above 60 C. Embed the pavement markings in the asphalt concrete surface with a conventional steel wheeled roller. Apply when the surface temperature of the mat is the warmest possible without deforming the marking. The minimum allowable surface temperature, taken within 9 mm of the top of the mat is 60 C.

If the application of the PMT materials falls behind the paving operation to the extent that the markings are not being applied at the minimum acceptable temperature, slow the paving operation to match the rate of the marking laydown. Resume full paving operations after demonstrating that skilled personnel are available to install the markings within the required temperature limits.

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b. Cold Inlay Method: Use this method for applying PMT to existing pavements where the temperature of the mat is below 60 C. Ensure the surface is clean and dry and is at least 15 C and rising. Groove in the markings below the surface of the asphalt. The bottom of the groove shall have a smooth flat finish. Accomplish this by using a gang stacked cutting heads having diamond tipped cutting blades. Provide a space between each blade. The rise between the finished groove and the blades shall be 10 mils. Broom the surface clean. Remove dust using compressed air. Apply a coat of primer/adhesive activator according to the manufacture’s recommendations. Install and roll the markings with a minimum 90 kg pneumatic roller.

Delete all paragraphs under item 4. Methyl Methacrylate Pavement Markings. and substitute the following:

a. General . 15 days before starting work meet with the Engineer for a pre striping meeting. At this meeting, do the following:

1. Furnish a striping schedule showing areas and timing of work, placing materials and the Traffic Control Plans to be used.

2. Discuss placement of materials, potential problems.3. Discuss work plan at off ramps, on ramps and intersections.4. Discuss material handling procedures.5. Provide a copy of the manufacture’s installation instructions

and copies of the Material Safety Data Sheets.

b. Manufacturers’ Representative. Provide the services of a manufacturer’s representative (the “Manufacturer’s Representative”) on each day that pavement markings are installed. Ensure the Manufacturer’s Representative observes the application of the entire pavement marking materials. Cooperate with the Manufacturer’s Representative and the Engineer to ensure that the materials are placed according to these specifications and the manufacturers recommended procedures.

c. Manufacturer Certified Installers . Install Methyl Methacrylate pavement markings using only striping installers certified by the marking materials manufacturer for the specific striping material and method. Submit these certifications to the Engineer at the Preconstruction Conference.

d. Preparation. Prepare the roadway surface to receive Methyl

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Methacrylate according to these specifications and the manufacturer’s recommendations. Clean and dry the roadway surface. Completely remove contaminants such as dirt, loose asphalt, curing agents, surface oils, or existing road marking materials before applying pavement marking material.

e. Application. Apply methyl methacrylate marking material according to these Specifications and the manufacturer’s recommendations. Use equipment designed and capable of properly mixing at the point and time of application and approved by the manufacturer for the type of product being installed.

For longitudinal markings use truck mounted automatic extrusion equipment capable of installing a double centerline and a single edge line in a single pass. Use automatic bead applicators that place a uniform layer of beads on the lines. Hand units will not be allowed.

For Transverse markings legends, symbols and transverse markings use manual or automatic application equipment. Stencils or extruders are required to form sharply defined markings.

For inlaid applications use grooving equipment that produces a dry cut. Use vacuum shrouded equipment or other equally effective containment procedures. Install markings in the same work shift as the grooving operation.

(1) Longitudinal Markings Surface Applied. Apply markings for lane lines, edge lines, and centerlines to yield a thickness of 90 mils as measured from the surface of the pavement. Use Type B material, as specified in subsection 712-2.17.

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(2) Longitudinal Markings Inlaid . Apply markings for lane lines, edge lines, and centerlines to yield a thickness of 250 mils as measured from the surface of the pavement.

(3) Transverse and Symbol Markings Inlaid. Apply markings for onlys, arrows, stop bars, gore stripes, railroad symbols, and cross walks. Apply markings to yield a thickness of 250 mils as measured from the surface of the pavement.

(4) Traverse and Symbol Markings Surface Applied. Apply markings for onlys, arrows, stop bars, gore stripes, and cross walks to yield a thickness of 120 mils as measured from the surface of the pavement.

e. Disposal of Waste . Waste material becomes the Contractor’s property. This includes grindings and removed marking material. Do not dispose of or store stripe removal wastes material or asphalt grindings on State property. Dispose of waste material according to applicable Federal, State, and local regulations.

g. Sampling. On a 212.5 mm x 275 mm sheet of paper, record the following readings, and the locations where they were taken using project stationing, and submit them to the Engineer within 24 hours for evaluation. Thickness of material and depth of slot are measured from the surface of the pavement.

(1) For inlay applications, record the depth of the slot every 90 meters during the grinding operation.

(2) For other longitudinal applications, measure the thickness of the lines (above the pavement surface), at the time of application, every 90 meters.

(3) For surface applied transverse markings measure the thickness in three locations for each marking.

(4) Inspect the markings initially, and again two weeks after placement, to ensure the material has cured properly. Remove soft spots or abnormally darkened areas and replace with material meeting specifications.

(5) Measure the retroreflecivity of each transverse marking at three locations, and of each line at intervals not to exceed 550 meters. Take these measurements using a Delta LTL2000 Retrometer, a 30

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meter retro-reflectometer, or approved similar device. Perform testing within 72 hours of curing. On a 212.5 mm x 275 mm sheet of paper, record the following readings, and the locations where they were taken using project stationing, and submit them to the Engineer within 24 hours for evaluation.

The Engineer may elect to use the Contractors readings or perform additional sampling.

670-3.04 PAINT REMOVAL. Add the following: Coordinate removal work with construction activity. Remove pavement markings the same day permanent markings are applied, unless otherwise directed. Use vacuum shrouded equipment or other equally effective containment procedures.


670-3.07 TOLERANCES FOR LANE STRIPING.

1. Length of Stripe. ± 50 mm2. Width of Stripe. + 3 mm, - 3 mm3. Lane Width. ± 100 mm from the width shown in the Plans.4. Stripes on Tangent. Do not vary more than 25 mm laterally within a

distance of 30 meters when using the edge of the stripe as a reference.5. Stripes on Curves. Uniform in alignment with no apparent deviations

from the true curvature.6. All Stripes. Keep the center of the stripe within 100 mm from the planed

alignment.7. Double Stripes. ± 6.25 mm8. Thickness of surface applied. Minimum specified to a maximum of + 30

mils.

If it is determined that the material is being placed too thin, or otherwise not to specification, make immediate adjustments to correct the problem.

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Durable pavement markings applied by any method will be unacceptable if: 1. The marking is not straight or wide enough.2. The thickness of the line is not uniform or less than specified.3. The top of the line is not smooth and uniform.4. The material is uncured.5. The material blackens or is inconsistent in color.6. The edge of the markings are not clear cut and free from overspray.7. The reflective elements are not properly embedded.8. The markings exhibit poor adhesion.9. The retroreflectivity of the markings is less than specified.10. The color is not as specified.

Perform repairs using equipment similar to the equipment initially used to place the materials. Do not perform repairs in a “patch work” manner. If more than one repair is required in a single 90 meter section, grind and repair the entire section.


670-3.07 PERIOD OF PERFORMANCE FOR PMT. PMT pavement markings that become dislodged for any reason (including snow removal operations by the Department) within two years of installation shall be replaced at the Contractor’s expense.

PMT requiring replacement shall be grooved in using Method (b) above.

670-4.01 METHOD OF MEASUREMENT. Add the following: Thickness will be measured from the top of the marking to the top of the pavement surface. Marking material placed in a depression left by pavement line removal will not be included in measuring the thickness of the line.

670-5.01 BASIS OF PAYMENT. Add the following: There will be no separate or additional payment for the following:

Overruns of material caused by the variation of the gradation of the asphalt.

Additional material required to achieve the thickness specified an open graded pavement.

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Traffic control required for the installation of the permanent and temporary markings is subsidiary to 670 items.

Temporary traffic markings required for all phases of the construction of the roadway is subsidiary to 670 items.(01/04/06)R246usco04



670(13) Durable Pavement Markings Lump Sum

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SECTION 681

ELECTRICAL POWER RELOCATION

681-1.01 DESCRIPTION. This work consists of furnishing and installing the electrical facilities that are required for the relocating of a 69kV transmission line and intermittent distribution facility, furnishing labor and appurtenances required to retire the existing electrical facilities that are impacted by this project. Perform this work according to the Specifications. Refer to Appendix “E” for City of Seward Electrical Specifications, staking information and electrical design in the “UE” Plan sheets.

Perform a post construction survey according to the conditions prescribed herein. This work shall be inspected and accepted by the representatives of the City of Seward through the Engineer.

For the purpose of these specifications, “COS” shall mean City of Seward, which owns and operates underground and overhead facilities along the existing highway throughout the length of the project.

681-2.01 GENERAL. Submit a Schedule of Values in a table format as shown. Indicate a quantity and unit cost for each Pay Item. Include appropriate overhead and profit in each unit cost. Show the total cost for each item and the total cost for all items. The total cost of all items must equal the total Contract Price. The Schedule of Values shall be completed and submitted to the ADOT Contract Section within 5 working days after receipt of written notification of apparent low bidder. Contract Award is contingent upon acceptance of the Schedule of Values.

681-4.01 METHOD OF MEASUREMENT. The work will not be measured for payment.

681-5.01 BASIS OF PAYMENT. Backfilling with nonfrost susceptible material required to fill trenches will be subsidiary to Item 681(1) Electrical Installation.

Item 681(1) and 681(2). At the Contract lump sum price. Partial payment will be calculated by the amount of work completed based on the approved Schedule of Values

Item 681(20) At the Contract lump sum price.

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SCHEDULE OF VALUES

Item 681(1) Electrical Installation

DESCRIPTION PAY QUANTITY

UNIT TOTAL

UNIT

PRICE AMOUNT

Pole, 35 Foot Class 2 EachPole, 35 Foot Class 5 EachPole, 40 Foot Class 2 EachPole, 40 Foot Class 5 EachPole, 50 Foot Class H1 EachPole, 55 Foot Class 1 EachPole, 55 Foot Class H1 EachPole, 60 Foot Class 1 EachPole, 65 Foot Class H1 EachPole, 65 Foot Class H2 EachPole, 65 Foot Class H3 EachPole, 70 Foot Class H2 EachPole, 70 Foot Class H3 EachPole, 70 Foot Class H3 HOT EachPole, 75 Foot Class H1 HOT EachPole, 75 Foot Class H3 EachPole, 75 Foot Class H3 HOT EachPole, 80 Foot Class H3 HOT EachPole, 85 Foot Class H3 EachPole, 85 Foot Class H3 HOT Each

Conductor, OH 336 ACSR Oriole Meter

Conductor, OH 1/0 ACSR Raven Meter

Cable, UG 350 MCM Triplex Meter

Cable, UG 350 MCM Quad Meter

Cable, UG 4/0 Triplex Meter

Deadend, Single, 7.2/12.47kV (C7) EachDeadend, Single, 7.2/12.47kV (C7-1T) Each

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SCHEDULE OF VALUES



UNIT TOTAL

UNIT

PRICE AMOUNT

Deadend, 7.2/12.47kV, Single, Heavy Arm (C7-2H)

Each

Deadend, Double, 7.2/12.47kV, Heavy Arm (C8-1HX)

Each

Deadend, Single Line Arm, 7.2/12.47kV, w/Pins (C9-1)

Each

Tangent, Double Line Arm, 7.2/12.47 kV, Large Conductor (C9-2)

Each

Tangent, Double Line Arm, Angle, 7.2/12.47 kV, Large Conductor (C9-2X)

Each

Tangent, Single Line Arm, 7.2/12.47 kV, Large Conductor (C9-3)

Each

Deadend, Double, 69kV, Eyebolt (69TS-6X1) EachDeadend, Double, 69kV, Eye Plate (69TS-6X) Each

Jumper, V-Post,69kV, Crossarm (69TPJ) Each

Angle, Medium, Double Pole, 115kV (TH-3ALUX)

Each

Tangent, Horizontal Line Post, 115kV (TP1) EachTangent, Horizontal Line Post, 115kV (TP1-2) EachAngle, Small, Horizontal Line Post, 115kV (TP2) EachAngle, Medium, 115kV (TS3) Each

Switch, Single Pole V, 115kV (TV-SWX) Each

Anchor, Screw, (TA-3H) EachAnchor, Screw, 10’ Extension (TA-10EXT) EachAnchor, Log, Single Rod (TA-3L) EachAnchor, Log, Double Rod (TA-5L) EachAnchor, Plate, Single Rod (F1-3P) Each

Guy, Single To One Rod, 20,000lb (TG-11A) EachGuy, Double To Two Rod, 20,000 (TG-11C) Each

-268-

SCHEDULE OF VALUES



UNIT TOTAL

UNIT

PRICE AMOUNT

Guy, Single To One Rod, 35,400lb (TG-21A) EachGuy, Double To Two Rods, 35,400 (TG-21C) EachGuy, Double To Two Rods, 50,000 (TG-31C) EachPlate, Pole Eye, Light Duty, Shoulder Eye Bolt (TG-17A)

Each

Plate, Pole Eye, Light Duty (TG-17C) EachTee, Guying, Medium Duty, Single (TG-25C) EachTee, Guying, Heavy Duty, Droopy Deadend (TG-35D)

Each

Tee, Guying, Heavy Duty, Deadend and Guying (TG-35E)

Each

Guy, Down, Double Strand (E1-3) Each

Clearing, Feathered Cut, Full Width (TM-15(1)) Meter

Clearing, Danger Tree (TM-13) Each

Foundation, Pipe Socket (TM-PD) EachFoundation, Deep Pipe Socket (TM-PDX) Each

Sign, Structure Number (TM-STRSGN) Each

Ground, Assembly, Platform Type (H4.1X) EachGround, Assembly, Ground Rod Type (M2-11) Each

Deadend, Secondary (J6) Each

Angle, Medium, Secondary (J10) EachSwitch, Group Operated Airbreak, 7.2/12.47kV (M3-15)

Each

Cutout, Non-Load Break, 7.2/12.47kV (M5-9) Each

Deadend, Neutral, Single, 7.2/12.47kV, (M5-25) EachPin, Pole Top (M5-2) EachInsulator, Guy Strain (MX-1) Each

-269-

SCHEDULE OF VALUES



UNIT TOTAL

UNIT

PRICE AMOUNT

Transformer, Single-Phase, Tangent (G39-10) EachTransformer, Two-Phase, Tangent (G210-XX) EachTransformer, Single-Phase, Tangent (G39-50) Each

Light, Street (ST LT) Each

Post, Protective (BOLLARD) Each

Pedestal, Secondary (UK5) Each

Block, Connector, Secondary (UJ1-4) Each

Riser, 2 Inch (UM5-2) EachRiser, 4 Inch (UM5-4) EachGround Assembly EachMarker, Cable Route Each

Trench, Secondary (UR2-3) Meter

Conduit, 2” SCHD 40 PVC Meter

Conduit, 4” SCHD 40 HDPE Meter

Conduit, Elbow, 90 Degree, 4” GRSC, 3’ Radius EachConduit, Elbow, 90 Degree, 2” GRSC, 2’ Radius Each

TOTAL ITEM 681(1) ELECTRICAL INSTALLATION

-270-

Item 681(2) Electrical Retirement

DESCRIPTION PAY UNIT

QUANTITY UNIT PRICE

TOTAL AMOUNT

Removal of Pole, 35 Foot, Any Class EachRemoval of Pole, 40 Foot, Any Class EachRemoval of Pole, 45 Foot, Any Class EachRemoval of Pole, 50 Foot, Any Class EachRemoval of Pole 55 Foot, Any Class EachRemoval of Pole 60 Foot, Any Class EachRemoval of Pole 65 Foot, Any Class EachRemoval of Pole 70 Foot, Any Class Each

Removal of Conductor, 4/0 ACSR Penguin MeterRemoval of Conductor, 1/0 ACSR Raven MeterRemoval of Conductor, #6 DPX MeterRemoval of Conductor, #2 TPX MeterRemoval of Conductor, #1/0 TPX MeterRemoval of Conductor, #4/0 TPX Meter

Removal of Deadend, Single, 7.2/12.47kV (C7-X) EachRemoval of Deadend, Double, 7.2/12.47kV (C8-1E) EachRemoval of Tangent, Double Line Arm, 7.2/12.47kV (C9-2) EachRemoval of Tangent, Single Line Arm, 7.2/12.47kV (C9,C9-1, C9-3) EachRemoval of Angle, Small 7.2/12.47kV (ALLEYARM) Each

Removal of Deadend, Double 69kV, Eyebolt (69TS-6X1) Each

Removal of Tangent, Horizontal Line Post, 115kV (TP1) EachRemoval of Tangent, Horizontal Line Post, 115kV (TP-1M) EachRemoval of Angle, Small Horizontal Line Post, 115kV (TP-2M) EachRemoval of Angle Medium, Horizontal Line Post, 115kV (TP3) EachRemoval of Angle, Medium, 115kV (TS3) EachRemoval of Deadend, Double 69kV (TS-8) Each

Removal of Switch, V Type 69kV (TV-SWX) Each

Removal of Anchor (TA-X) EachRemoval of Distribution Anchor (F1-X) Each

Removal of Transmission Guy (TG-X) EachRemoval of Transmission Guy Plate (TG-17X) EachRemoval of Distribution Guy (E1-3) Each

-270A-

Item 681(2) Electrical RetirementDESCRIPTION PAY

UNITQUANTITY UNIT

PRICETOTAL AMOUNT

Removal of Distribution Span Guy (E2-X) EachRemoval of Guy Strain Insulator (MX-1) Each

Removal of Guy Guards (E3-10) Each

Removal of Transformer, Single-Phase Tangent (G39-X) EachRemoval of Transformer, Two-Phase Tangent (G210-X) Each

Removal of Secondary Assemblies (JX) Each

Removal of Service Assemblies (KX) Each

Removal of Ground Rod (M2-11) EachRemoval of Hot Line Clamp (M5-1) EachRemoval of Pole, Top Pin (M5-2) EachRemoval of Insulator, Pin Type (M5-5) EachRemoval of Surge Arrestor (M5-6) EachRemoval of Cutout (M5-9) EachRemoval of Switch, GOAB 7.2/12.47kV (M3-15) EachRemoval of Deadend, Neutral, Single, 7.2/12.47kV, (M5-25) Each

Removal of Protective Post (BOLLARD) Each

Removal of Street Light (ST LT) Each

Removal of Secondary Riser (UM5-X) EachTOTAL ITEM 681(2) ELECTRICAL RETIREMENT:


681(1) Electrical Installation Lump Sum681(2) Electrical Retirement Lump Sum681(20) Electrical As-Builts Lump Sum

-270B-

SECTION 702

ASPHALT MATERIALS

Special Provisions

702-2.01 ASPHALT CEMENTS. Add the following: Performance Graded Asphalt Binder shall conform to the requirements of AASHTO M320 and the additional properties defined by AASHTO T-53 and ASTM D5801 assigned to each grade.

Performance Graded Asphalt Cement

PG 52-28 PG 58-28 PG 64-28

Softening Point (none) 49C 52CAASHTO T-53

Toughness min. (none) 12.4 N-m 12.4 N-mASTM D5801

Tenacity min. (none) 8.5 N-m 8.5 N-mASTM D5801

-271-

SECTION 703

AGGREGATES

Special Provisions

703-2.03 AGGREGATE FOR BASE AND SURFACE COURSE. Delete Table 703-2 and substitute the following:

TABLE 703-2

AGGREGATE FOR UNTREATED BASEPercent Passing by Weight

Sieve Designation Grading D-1

25 mm 100

19 mm 70-100

9.5 mm 50-79

4.75 mm 35-58

2.36 mm 20-47

600 m 10-26

300 m 6-19

75 m 0-6

(2/28/00)R117M


703-2.04 AGGREGATE FOR ASPHALT CONCRETE PAVEMENT. Under Blended Aggregate, delete the last sentence and substitute: “Ensure that the fraction actually retained between any two consecutive sieves larger than the 0.150 mm is not less than 2% of the total." (06/25/99)M 82

-272-

Special Provision

703-2.04 AGGREGATE FOR ASPHALT CONCRETE PAVEMENT. Replace Coarse Aggregate with the following:

Coarse Aggregate (retained on the 4.75mm sieve). Crushed stone or crushed gravel consisting of sound, tough, durable rock of uniform quality. Remove all natural fines passing a 4.75mm sieve before crushing aggregates for Type V or VH asphalt concrete mixtures. Free from clay balls, organic matter, and other deleterious material. Not coated with dirt or other finely divided mineral matter. Meet the following requirements (note A or B indicate class of mix, see Table 401-1), the Engineer may modify the fracture requirements if the hard aggregate sources stated in 106-1.02 do not meet specifications:

Type IIA, IV

Type I, IIB, III

Type V

Type VH

LA Wear, % max AASHTO T 96

45 45 45 45

Degradation Value, min

ATM 313 30 30 30 30

Sodium Sulfate Loss % max (5 cycles)

AASHTO T 104

9 9 9 9

Fracture, min % WAQTC FOP for AASHTO TP61

90,2 face

80, 1 face

98, 2 face

98, 2 face

Thin-Elongated Pieces, max % 1:5 1:3

ATM 306 820

8-

38

38

Nordic Abrasion, max.%

ATM 312 12* 8

Absorption, max. % AASHTO T85

2.0 2.0 2.0 2.0

*Local material sources that historically have been used may also be used even if the Nordic Abrasion is more than 12.

Fine Aggregate (passing the 4.75mm sieve. Meet the quality requirements of AASHTO M 29, including S1.1, Sulfate Soundness.

For Type IV, V and VH mixes, remove all natural fines passing a 4.75mm sieve

-273-

before crushing aggregates for this asphalt concrete mixture. Consist entirely of aggregate produced from aggregate crushing process and be non-plastic as determined by WAQTC FOP for AASHTO T 90, and meets the following:

Property Test Method Requirement

Fine Aggregate Angularity AASHTO T 304 45% min.

Replace Table 703-3 with the following:

TABLE 703-3BROAD BAND GRADATIONS FOR ASPHALT CONCRETE PAVEMENT

AGGREGATEPercent Passing by Weight

SIEVE, mm

GRADATION

Type I Type II

Type III Type IV Type V, VH

25.0 100 10019.0 80-90 100 90-10012.5 60-84 75-90 100 100 65-759.5 48-78 60-84 80-90 80-95 48-604.75 28-63 33-70 44-81 55-70 30-402.36 14-55 19-56 26-70 35-50 20-301.18 9-44 10-44 16-59 20-40 < 220.600 6-34 7-34 9-49 15-30 < 170.300 5-24 5-24 6-36 10-24 < 140.150 4-16 4-16 4-22 5-15 < 120.075 3-8 3-8 3-8 3-8 3-8Standard Modification

703-2.07 SELECTED MATERIAL. Replace the last sentence in both items 1. and 2. with the following: The percent passing the 0.075 mm sieve will be determined on minus 75 mm material. (06/25/99)M 82

-274-

SECTION 707

METAL PIPE

Special Provision


707-2.05 DUCTILE IRON PIPE FOR WATER AND SANITARY SEWER. Use ductile iron pipe and fittings that are bituminous coated, cement mortar lined, have push on type joints, and a 150 psi working pressure. Meeting the following:

Cement mortar lining ANSI/AWWA C104Loose Polyethylene Encasement ANSI/AWWA C105 (8 mil when required)Ductile Iron Fittings ANSI/AWWA C110 or C153, and C104SBR Rubber Gaskets ANSI/AWWA C111 (Push on or mech. joint)Threaded flange Joints ANSI/AWWA C115Ductile Iron Pipe ANSI/AWWA C150 and C151 and C104

-274A-


-274B-

SECTION 710

FENCE AND GUARDRAIL

Special Provision

710-2.11 GUARDRAIL TERMINALS. Add the following:

Use the ET-2000 LET.

The current guardrail end terminal drawings approved by the Department are as follows:

Drawing Original LatestNumber Date Revision Comments

ET-2000 LET Metric SS 155M 7/18/00 None 11.4 m, tube, Plus head

English SS 155 5/18/00 None 37.5’, 7 tube, Plus head

(01/22/02)R249

-275-


710-2.12 PEDESTRIAN GUARDRAIL RAILING.

Steel tube rail elements ASTM A500, Grade B

Steel Thrie Beam elements AASHTO M180

Posts ASTM A36M

Machine bolts, cap screws, nuts and washers ASTM A307M

High strength bolts, nuts and washers AASHTO M164 and subsection 716-2.03

Anchor studs AASHTO M169, Grade 1015 or 1020

Shims, plates and sleeves ASTM A36M

Galvanize steel portions of railing after fabrication

Meet AASHTO M111 or M232, whichever is applicable.

Stainless steel bolts ASTM F 593, Alloy Group 1, condition SH

Stainless Steel Nuts and Washers ASTMF594, Alloy Group 1, condition SH

Neoprene Rubber Washers ASTM D2000M1BC610

-276-

SECTION 712

MISCELLANEOUS

Special Provisions

712-2.06 FRAMES, GRATES, COVERS AND LADDER RUNGS. Add the following:

Ductile iron castings ASTM A536 for Grade 60-401

(02/22/00)R78M98

712-2.14 PREFORMED PAVEMENT MARKINGS. Add the following to paragraph A. under item 1., General Requirements: The preformed ribbon shall consist of one solid piece of required width and length. In solid stripe areas, the tape length shall, where possible, be a minimum of 30 meters. (07/15/96)R79

712-2.17 METHYL METHACRYLATE PAVEMENT MARKINGS. Delete the first and second paragraphs under item 1. Quality Requirements: and substitute with the following: Use a marking material formulated for the application type specified. Use a marking material manufactured from new materials and free from dirt and other foreign material. Use a methyl methacrylate based resin system for part “A”. Use benzoyl peroxide system for part “B”.

Extruded application: Material formulated for extruded application with factory intermix beads and anti skid aggregate, and additional surface applied beads.

2. Performance Properties: Add the following:

k. Adhesion: To Portland Cement, minimum 13.8 MegaPa, to asphalt, dependent on tensile failure of the substrate.

Delete sub item l and replace with the following:

l. Color: Yellow, PR-1 chart, 33538 Federal Yellow. White, minimum daylight reflectance of 84. (6/01/05)R221M98

-277-

712-2.18 GLASS BEADS FOR METHYL METHACRYLATE PAVEMENT MARKINGS. Delete the bead table and substitute the following: Use the type and amount of beads specified in writing by the marking material manufacturer necessary to meet the performance requirements.(01/04/06)R246usco04

-278-

SECTION 724

SEED

Special Provisions

724-2.02 MATERIALS. Delete this subsection in its entirety and substitute the following:

Meet applicable requirements of the State of Alaska Seed Regulations, 11 AAC 34, Article 1 and Article 4.

Furnish “certified seed” or 4 signed copies of a report certifying that each lot of seed has been tested by an approved laboratory within 9 months of date of application. Include: name and address of laboratory, date of test, lot number for each kind of seed, and results of test as to name, percentages of purity and germination, and percentage of weed content for each kind of seed furnished.

Meet or exceed the percentages of sproutable seed specified in Table 724-1.

TABLE 724-1SEED REQUIREMENTS

SPECIES Sproutable Seed*, %, Min.Arctared Red Fescue 78

Egan American Sloughgrass 67Norcoast Bering Hairgrass 71Nortran Tufted Hairgrass 71

Wainwright Slender Wheatgrass 88Alyeska Polargrass 71

Bluejoint 71Tilesy Sagebrush 71

Tundra Glaucous Bluegrass 76Gruening Alpine Bluegrass 72Nugget Kentucky Bluegrass 76

Beach Wildrye 70Annual Ryegrass 76

Perennial Ryegrass 76

* Sproutable Seed is the mathematical product of Germination and Purity.

(03/05/02)R52M98

-279-

SECTION 726

TOPSOIL

Special Provisions

Delete this subsection in its entirety and substitute the following:

726-2.01 TOPSOIL. Topsoil furnished by the Contractor may consist of the existing, natural organic blanket representation of the project area. A quality test, as defined by ATM 203, shall be performed on the soil to determine the organic content of the soil. The results shall be supplied to the Engineer.

If the soil is found to have an organic content of 5% or more, the soil may be reused and spread on the finished slopes where topsoil is noted on the plans. Roots, stumps, unnatural material and rocks greater than 75 mm in diameter shall be removed from the organic material before it is graded onto the finished slope.

If the soil is found to have an organic content of less than 5%, the soil cannot be used as topsoil for the project. In this case the Contractor shall furnish topsoil consisting of a natural friable surface soil without admixtures of undesirable subsoil, refuse, or foreign materials having an organic content of 5% or more, as determined by ATM 203. The material shall be reasonably free from roots, clods, hard clay, rocks greater than 75 mm in diameter, noxious weeds, tall grass, brush, sticks, stubble or other litter, and shall be free draining and nontoxic. The Contractor shall notify the Engineer of the location from which the Contractor proposes to furnish topsoil at least 30 calendar days before delivery of topsoil to the project from that location. The Engineer will inspect the topsoil and its sources before approval will be granted for its use.

-280-

Topsoil shall meet the grading requirements shown in the following table:

TABLE 726-1

TOPSOIL REQUIREMENTS

REQUIREMENT CLASS A CLASS B

Sieve Designation Percent Passing by Weight

75 mm - 100

12.5 mm 100 -

4.75 mm 95-100 75-100

1.18 mm 64-90 50-95

0.075 mm 30-60 20-80

Organic Content* 10% - 40% 5% minimum

Limestone 3.4 Mg/hectare -

* Determined by loss on ignition of an oven dried sample according to ATM 203

(11/12/98)R139M

-281-

SECTION 727

SOIL STABILIZATION MATERIAL

Special Provisions

727-2.01 MULCH. Delete numbered item 1. in its entirety and substitute the following:

1. Virgin/Recycled Wood Fiber, Recycled Paper (“wood cellulose”) Mulch, or a Blend of Virgin/Recycled Wood Fiber with Recycled Paper Mulch. Blended mulch may contain up to 50% recycled paper. The mulch shall meet the following requirements:

a. Contains no growth or germination inhibiting factors.

b. Will remain in uniform suspension in water under agitation and will blend with grass seed, fertilizer and other additives to form a homogeneous slurry.

c. Mulch can be applied uniformly on the soil surface.

d. Will not create a hard crust upon drying and have moisture absorption and retention properties and the ability to hold grass seed in contact with the soil.

e. Dyed a suitable color to facilitate inspection of its placement.

Ship the mulch material in packages of uniform weight (plus or minus 5%) and bear the name of the manufacturer and the air dry weight content.

Use a commercial tackifier on seeded slopes steeper than 1V:3H. Use the amount recommended by the manufacturer.

(8/19/99)R20698

-282-

SECTION 730

SIGN MATERIALS

Special Provisions

730-2.04 SIGN POSTS. Under item 1., Metal Pipe Posts, add the following to paragraph a.: Posts conforming to ASTM A53 shall be either Type E grade B, or Type S grade B. (08/04/03)R81M98


730-2.04 SIGN POSTS. In item 2. Perforated Steel Posts., paragraph a., first sentence, replace “ASTM A 446” with “ASTM A 653 and ASTM A 924”. (06/25/99)M83

Special Provisions

730-2.04 SIGN POSTS. Add the following:

6. Structural Tubing and W-Shape Beams.

a. Fabricate from 4.75 mm thick cold-rolled carbon steel sheets, commercial quality, to meet ASTM A 500, Grade B. Form posts into a steel tube, roll to size, and weld in the corner. Furnish with 11.1 mm diameter holes drilled or punched as necessary to permit mounting of the sign.

b. Hot dip galvanize to meet AASHTO M 111 after fabrication. When cutting metal posts after hot dip galvanizing, minimize damage to the zinc coating and protect all exposed surfaces by treating the exposed area.

c. Repair galvanized surfaces that are abraded or damaged after the application of the zinc coating to meet the applicable provisions of AASHTO M 36.

-283-


730-2.04 SIGN POSTS.7. Square Non-Perforated Steel Tubes.

a. Fabricate from 5-mm thick cold-rolled carbon steel sheets, commercial quality, to meet ASTM A 500, Grade B. Form posts into a steel tube, roll to size, and weld in the corner. Furnish with 711-mm diameter holes drilled or punched as necessary to permit mounting of the sign.

b. Hot dip galvanize to meet AASHTO M 111 after fabrication. When cutting metal posts after hot dip galvanizing, minimize damage to the zinc coating and protect exposed surfaces by treating the exposed area.

c. Repair galvanized surfaces that are abraded or damaged at any time after the application of the zinc coating to meet the applicable provisions of AASHTO M 36. (12/02/03)M107

-284-

Add the following Section 740:

SECTION 740

SIGNALS AND LIGHTING MATERIALS

740-2.01 GENERAL. Use electrical materials, devices, fittings, and hardware that conform to applicable NEMA and ANSI standards.

Use electrical products that are Third Party Labeled or Listed (by an approved independent electrical testing laboratory such as UL, ETL, CSA, etc.), unless otherwise indicated on the Materials Certification List (MCL).

Ensure that material and workmanship, as determined by the Department, conform to the standards of the NEC, the NESC, and local safety codes as adopted and amended by the authority having jurisdiction.

740-2.02 SIGNAL AND LIGHTING STRUCTURES. Design and fabricate structures for highway lighting to conform to the 1994 Edition of AASHTO Standard Specifications for Structural Supports for Highway Signs, Luminaires and Traffic Signals

Plans and calculations must be performed and stamped by a registered professional engineer. Submit the stamped plans and calculations for each pole to the Engineer for approval. Design for stresses on the completed structure with hardware in place. Show the design wind loads, projected areas, wind drag coefficients, material properties, and other design information on the Plans. Include a summary of the loads used in each pole’s design.

Submit the mill certification for steel items (piles, plates, bolts, and other related items) to the Engineer for approval.

Design each electrolier to include a traffic sign, 1.2 m by 1.2 m, located with its centroid 4.3 m above the base of the pole.

Determine the shaft lengths and mast arm connector plate locations of poles to meet the plan mounting heights of luminaires and traffic heads.

Furnish poles and mast arms with a round or 16 sided cross section.

-285-

Fabricate posts, poles, and mast arms from tapered steel tubes. Fabricate tubes with walls up to 13 mm thick from the prequalified base metals listed in AWS D1.1 and that feature maximum yield strengths of 483 MPa. Fabricate elements greater than 13 mm thick from steel that conforms to ASTM A 709 and meets the Fracture Critical Impact Test requirements for zone 3.

Fabricate 3 m long signal posts from sheet steel that features a minimum thickness of 11 US Standard Gage. Fabricate each post with a minimum inside diameter of 125 mm at the base plate. Use an 88 mm long piece of DN 100 mm schedule 40 pipe that conforms to ASTM A 53 Grade B as a post top adapter.

Fabricate each section from not more than 2 pieces of sheet steel. When using 2 pieces, place the longitudinal welded seams directly opposite one another. Place the welded seams on adjacent sections to form continuous straight seams from the base to the top of the pole. The Department will not accept poles and mast arms made with laminated steel elements.

Hot dip galvanize pole segments and attachments to meet AASHTO M 111 to a 100 micrometer minimum thickness and these specifications. Completely submerge pole segments in one dip in a kettle of concentrated zinc ammonium chloride flux solution heated to 54 oC, then completely submerge in one dip in a separate kettle of prime western grade zinc heated to approximately 440 oC. Galvanize bolts and fasteners to meet AASHTO M 232.

The Department will reject poles and mast arms that are

Not fabricated according to these specifications and the approved shop drawings,Bowed with sweeps exceeding 19 mm throughout the length of the pole, mast arm, or section, if a pole or mast arm consists of more than one piece,Out of round. Sections are out of round when the diameters of round members or the dimension across the flats of multisided members exceed two percent of the dimension specified on the shop drawings.

-286-

The Department does not allow holes made for lifting purposes in the ends of tubular sections, except in the free ends of luminaire mast arms. To add lift points, weld them at least 300 mm away from slip fit joints and welds. Before shipment, remove added lift points flush with the base metal and repair the finish according to subsection 660-3.01.8.a.

Fabricate pile cap adapters from steel piles that conform to ASTM 252 grade 3 and from steel plate that conforms to ASTM A 709 Grade 50. Attach the anchor plate to the pile section with a complete joint penetration (CJP) weld. Fabricate the anchor plate to match the base plate of the lighting standard.

Perform welding to conform to subsection 504-3.01 8. Welding and the following:

Make welds continuous. Use complete Joint Penetration (CJP) groove welds for circumferential welds. Only one time repair of circumferential welds is allowed without written permission of the Engineer.Use CJP groove welds on longitudinal seams within 150 mm of CJP circumferential welds. Use partial joint penetration (PJP) longitudinal seam welds in other seam weld locations. PJP welds must provide at least 60% penetration. Use CJP groove welds to connect base plates to the tube sections in traffic signal and high tower poles. Socket type joints with two fillet welds may be used to connect base plates to the tube sections in lighting standards. When CJP groove welds are used, additional fillet welds may be used when deemed necessary by the designer. Inspect 100 Percent of CJP welds by either radiography (RT) or ultrasound (UT). Inspect a random 25 percent of PJP and fillet welds by magnetic particle (MT). If a defect is found, inspect 100% of the PJP and fillet welds made to fill the order. Show NDE symbols on the plans.

Pole and Mast Arm Finishing Requirements. Before poles and mast arms are galvanized, neatly round the following features to the radius specified

On holes through which electrical conductors pass, provide a 1.6 mm radius on both edges,On pole base plates, provide a 3 mm radius on all edges along which plate thickness is measured and a smooth finish on other exposed edges,

-287-

On the ends of tubes that form slip fit joints, complete the following tasks on the two surfaces that contact one another. First, provide 1.6 mm radii on the inside and outside edges of the female and male sections, respectively. Then for the length of the joint plus 150 mm do two things: grind down welds until they feature a radius concentric with the mating surface and remove material protruding from the two surfaces, andGrind exposed welds flush with the base metal, except fillet welds and seam welds on top of mast arms. Grinding seam welds on multisided poles is not required, except in slip fit joints.

After the poles and mast arms are galvanized, remove excess zinc from drip lines and points and the surfaces of tube ends that form slip fit joints to provide a smooth finish.

Provide shafts with slip fit shaft caps. Orient hand holes to face downstream of the traffic flow.

Furnish anchor bolts and nuts required for relocating existing poles.

Identify critical information for poles and arms with visible permanent aluminum tags that contain the information shown in Table 740-1. The tags must be 38 mm by 75 mm for a 1 line message and 38 mm x 100 mm for a 2 line message. The letter size must be 6 mm high and the spacing between the edge of the tag and text and between text must be 10 mm. Secure the tags with two 3 mm blind rivets at the base of poles and the underneath side of mast arms.

740-2.05 CONDUCTORS. Use conductor sizes based on the American Wire Gage (AWG). Use sizes that conform to the Plans or, when not shown, to this subsection.

Use insulated conductors made of uncoated, stranded copper that conforms to the specifications of ASTM B 8. Use grounding conductors that are bare copper of the gage required by the NEC. They may be stranded, solid, or braided.

Provide the following markings on the outer coverings of conductors and cables on intervals of 600 mm or less: manufacturer, the number of conductors or pairs

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in cables, conductor size, 600V, the conductor or cable type and environmental conditions for which the conductor or cables are listed, and the symbol of an approved independent testing laboratory.

Use conductors meeting the referenced specifications for the following purposes:

1. Power Conductors. For individual conductors, install general purpose building wire manufactured according to UL Standard 44, ICEA S-66-524, and NEMA No. WC7. Furnish conductors insulated with cross linked polyethylene listed as type XHHW-2 and rated for 600 volts AC operation.

Use size 10 AWG wire for illumination tap conductors. In an electrolier, the illumination tap conductors run from the fused disconnect kit to the ballast in the luminaire. Furnish conductors with black, red, or white colored insulation as required to identify the two phase and neutral conductors, respectively.

2. Illumination Cables. For cables that consist of three size 6 or 8 AWG conductors, furnish power cables that feature three conductors, each insulated with cross linked polyethylene, and a black, low density, high molecular weight polyethylene jacket. Use insulated conductors listed as type XHHW-2. Furnish these cables with one black, one white, and one red colored conductor and no grounding conductor. Use cables rated for 600 volts AC operation.

Use insulated conductors meeting ICEA S-66-524 and UL Standard 44. The jacket must also meet ICEA S-66-524.

740-2.06 ELECTRICAL CONDUIT. 1. Rigid Metallic Conduit. Use UL Standard UL-6 galvanized conduit and

fittings that are rigid metal type and manufactured of mild steel or wrought iron.

2. Rigid Nonmetallic Conduit. Use UL Standard UL-651 Schedule 40 and 80 rigid polyvinyl chloride (PVC) conduit. Use PVC fittings meeting NEMA TC 3.

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740-2.07 FUSED SPLICE CONNECTORS. Use fused, quick disconnect, splice connector that is weather tight and has two halves: a single unit line side socket and a load side plug. Use fuses that are 10 ampere, midget (10.3 mm x 38 mm) ferrule type with a fast acting current limiting (KTK type) design.

740-2.14 VEHICULAR SIGNAL HEADS. Conform to Chapter 2 of Equipment and Material Standards of the ITE (Publication ST-0017A), Vehicle Traffic Control Signal Heads (VTCSH). Each signal head must: be adjustable, vertical type with the number and type of lights specified; provide a light indication in one direction only; be adjustable through 360 degrees about a vertical axis; and be mounted at the location and in the manner shown on the Plans. Except for optically programmed signal heads, vehicular signal heads at each intersection must be of the same make and type.

Incandescent Optical Units

(1) Furnish each optical unit complete with lens, reflector, lamp holder, and clear incandescent traffic signal lamp.

(2) Provide standard glass prismed traffic signal lenses.

(3) Secure the lamp holder to the reflector to provide a dust and moisture proof seal.

(4) Hold the reflector and lamp holder securely in place with the outer edge of the reflector engaging the lens gasket to provide a light and moisture seal for the entire optical assembly.

(5) Wire lamp holders so that a white wire will be connected to the shell of the lamp holder and a black or colored wire to the bottom or end terminal of the lamp holder. Connect these wires, in turn, to the terminal block mounted inside at the back of the housing. The terminal block must have sufficient screw type terminals to terminate field wires and lamp wires independently, with separate screws. Permanently identify the terminals to which field wires are attached or color code the wiring to facilitate field work. Locate the terminal block in the center section of the head.

(6) Lamps for the 300 mm units must be 1,950 lumen minimum initial output, 120 volt, 6,000 hour rated life, clear, traffic signal lamps.

(7) Lamps for the 200 mm units must be 665 lumen minimum initial output, 120 volt, 6,000 hour rated life, clear, traffic signal lamps.

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(8) Use reflectors made of Alzak finished aluminum. The thickness of the anodic coating must be a minimum of 0.0025 mm, or its equivalent, spun or drawn from metal not less than 0.635 mm thick and equipped with a bead or flange on the outer edge to stiffen the reflector to ensure it is held true to shape. The reflecting surface must be totally free of flaws, scratches, defacements, or mechanical distortion.

740-2.17 FLASHING BEACONS. Each beacon consists of a single section traffic signal head, meeting the provisions in subsection 740-2.14 with yellow or red lens as shown on the Plans.

Each flashing beacon control unit consists of a circuit breaker, flasher, and terminal block housed in a single enclosure. Provide a NEMA Type 3R enclosure with top hinged cover, hasp for sealing cover, and provisions for locking.

Furnish and install a radio interference and transient suppressor in the enclosure, meeting the requirements of the following:

1. AC Service Transient Suppression. Connect the transient suppression device for the primary feed of the cabinet on the load side of the cabinet over current protection device. The transient voltage suppression device connected to the controller power circuit must provide protection against voltage abnormalities of 1 cycle or less duration. The suppressor must be solid state high energy circuit containing no spark gap, gas tube, or crow bar component. The current rating of the device must be 15 amps minimum. The device must provide transient protection between neutral and ground, line and ground, as well as line and neutral. If the protection circuits fail, they must fail to an open circuit condition. The device must meet all requirements of UL standard 1449. The suppressed voltage rating must be 600 volts or less when subject to an impulse of 6,000 volt, 3,000 amp source impedance, 8.0/20 microsecond waveform as described in UL 1449. In addition, the device must withstand, without failure or permanent damage, one full cycle at 264 volts RMS. The device must contain circuitry to prevent self-induced regenerative ringing. There must be a failure warning indicator light that must illuminate when the device has failed and is no longer operable. The transient suppression device must withstand a 20,000 ampere surge current with an 8x20 microsecond (time to crest x time to second half crest) waveform 20 times at 3-minute intervals between surges without damage or degradation to the suppressor. Output voltage must not exceed 500 volts at any time during the test. Use a device that is a solid state, high-energy circuit with no spark gap, gas tube, or bar component.

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2. Radio Interference Suppression. Equip each traffic cabinet, flasher, and other current interrupting device with a suitable radio interference suppressor installed at the input power point. Install the radio interference suppressor after the AC service transient suppression unit. It must provide a minimum attenuation of 50 decibels over a frequency range from 200 kilohertz to 75 megahertz, when used with normal installations.

The interference suppressor must be hermetically sealed in a substantial metal case filled with suitable insulating compound. Terminals must be nickel-plated, 10-24 brass studs of sufficient external length to provide space for connecting two No. 8 conductors and must be so mounted that the terminals cannot be turned in the case. Ungrounded terminals must be properly insulated from each other and must maintain a surface leakage distance of not less than 6.25 mm between any exposed current conductor and any other metallic part, with an insulation factor of 100 to 200 megohms dependent on external circuit conditions.

The radio interference suppressor must have a current rating equal to, as a minimum, the rating of the main disconnect means as follows:

Disconnecting Means.

a) Main circuit breaker must be a single pole, 50 ampere, 10,000 amperes interrupting capacity for 8 phase cabinets or a single pole, 30 ampere, 10,000 amperes interrupting capacity for 4 phase cabinets.

b) Auxiliary circuit breaker(s) must be single pole, 20 ampere, 10,000 amperes interrupting capacity to protect fan, heater, light, and convenience outlet(s).

The rating of the main disconnect means with over current protection must be not less than 125% of the maximum anticipated continuous load. When using disconnecting means, use the “trip-indicating trip-free” type.

It must be designed for operation on 120 volts, 60 hertz, single phase circuits and be UL and EIA compliant.

Connect the ground connection of the radio interference suppressor only to AC neutral. Do not connect to Earth Ground directly.

Mount 20 amp, single pole, 120 volt AC switches at the top and center of the

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dead front panel.

Use a solid state NEMA Type 3 flasher meeting the requirements of NEMA Standard TS 1-1989, Traffic Control Systems.

Use 20 amp, 600 volt barrier type terminal blocks, molded from phenolic material, with plated brass screw type terminals and integral type marking strips.

740-2.18 LUMINAIRES.

Mast Arm Mounted Luminaires.

Furnish luminaires that:

a. Have high pressure sodium lamps with a rated life of 24,000 hours based on 10 hours per start

b. Include a terminal block for terminating the illumination tap conductors

c. Feature an easily removed hinged door or tray used exclusively for mounting the ballast

d. Provide the illumination levels and uniformity specified (or better) in the arrangements listed on the Plans when calculated according to the American National Standard Practice for Roadway Lighting, A.N.S.I./I.E.S RP-8, dated 1983

e. Include a lamp starting aid that plugs into a socket for easy replacement

f. Feature a wire way meeting NEC requirements for installing three size 10 AWG conductors with type XHHW-2 insulation between the pole and a terminal block located in the luminaire

g. Have reflectors free of substances (paint) that affect photometric performance

Furnish the Engineer with manufacturer’s current electronic photometric data in Illuminating. Engineering Society (I.E.S.) format to verify illumination levels and uniformity ratios.

Provide mast arm mounted luminaires with slip fitters designed for mounting on 50 mm nominal diameter standard pipe.

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Use refractor type lenses made of borosilicate glass, unless polycarbonate resin refractors are called for in the Plans or Special Provisions.

When polycarbonate resin lenses are called for, mold the lens in a single piece from polycarbonate resin when approved for use by the manufacturer. Do not use reworked compound whose properties have been impaired by previous molding operations. Use lenses free from cracks, blisters, burns, and flow lines, and furnished with the natural molded surface. Lenses must be of uniform density throughout and be free from air, gas, or moisture pockets, and uncured areas, as consistent with good manufacturing practice. Lenses must be transparent with a clear bluish tint, produced from resin that has been suitably ultraviolet stabilized to reduce the effects of ultraviolet radiation on their color properties.

Use resins that meet the requirements for the self extinguishing classification of ASTM D 635. Resin must have a minimum impact strength, Izod notched of 640 N-m/m when tested according to ASTM D 256, Method A, using a 3 mm x 13 mm bar molded according to ASTM recommended practice.

Furnish a certificate of compliance from the lens fabricator that requirements contained in the paragraph above have been met.

Mount the refractor in a door frame assembly that is hinged to the luminaire at the house side and fastened at the street side with an automatic type latch.

Force the refractor and door frame assembly upward at the street side by spring pressure, against the gasket seat, when in the closed and latched position.

Gasket material must be capable of withstanding the temperatures involved and be securely held in place.

Manufacture parts of the luminaire from corrosion resistant materials.

When cut off fixtures are specified, the optical assembly must provide 90 degree cutoff and shielding; consist of a die cast aluminum lens holder with a aluminum alglas finish, hydroformed gasketed reflector, and a heat impact resistant mogul multiple screw shell socket with lamp grips. Provide an adjustable socket holder with 2 vertical positions. Furnish an activated charcoal filter in the optical assembly to prevent particulate and gaseous contamination. Use a reflector that is specifically designed to produce an ANSI, IES (MC-III, S-C-II) light distribution when used with 200 through 400 Watt High Pressure Sodium lamps. Use a flat plate glass lens on the fixture. No part of the lens may project below the metal housing of the luminaire.

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Submit the manufacturer’s luminaire specifications and photometric data for approval, according to subsection 660-2.01.

740-2.20 ILLUMINATION CONTROL. Use photoelectric controls capable of directly switching multiple lighting systems. Furnish photoelectric units designed for pole top mounting that include a slip fitter, terminal block, and cable supports or clamps to support pole wires.

Photoelectric Unit. A light sensitive element connected directly to a normally closed, single pole throw control relay without intermediate amplifications. Plug the unit into a phenolic resin twist lock receptacle set in a cast aluminum mounting bracket with a threaded base. Screen photoelectric units to prevent artificial light from causing cycling.

Use either horizontal sensing or zenith sensing type units meeting the following:

a. A supply voltage rating of 60 Hz, 105-277 voltsb. A maximum rated load at a minimum of 1,800 volt-amperesc. An operating temperature range from -40 °C to +66 °Cd. A power consumption of less than 10 wattse. A unit base with a 3 prong, EEI-NEMA standard, twist lock plug

mounting

Furnish units for highway lighting that have a “turn on” between 10.8 and 54 lux and a “turn off” at between 1.5 and 5 times “turn on.”


740-2.21 BALLASTS. Include ballasts for high intensity discharge lamps as an integral part of each luminaire and design for the voltages and lamp types specified in the Plans or Special Provisions. Ensure that the current needed to start the lamps is less than the operating current.

Furnish regulator type ballasts with copper windings electrically isolated from each other, which will start and operate the lamps in temperatures down to -40 °C. The allowable line voltage variation is plus and minus 10%.

Equip high pressure sodium luminaires, except those with 1000 watt lamps, with magnetic regulator ballasts with the following additional operating characteristics:

1. The lamp wattage regulation spread over the life of the lamp must not

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exceed 18% of nominal lamp watts at plus and minus 10% line voltage variations.

2. With nominal line and lamp voltages, the ballast must regulate the lamp output to within 5% of the ballast design center, and sustain lamp operation with a minimum 60% voltage drop lasting 4 seconds or less.

Equip luminaires with 1000 watt high pressure sodium lamps with auto regulator ballasts that provide a maximum 30% lamp regulation spread, a minimum 35% voltage dip tolerance, and with nominal line and lamp voltages regulate lamp output to within 5% of the ballast design center.

Furnish ballasts, for soffit luminaires, with mounting brackets attached and equip with terminal blocks for primary connections and lamp socket preconnected to the secondary for flush mounted luminaires and with terminal blocks for both primary and secondary connections for use with suspended luminaires.

Submit the ballast manufacturer’s specification sheets for review and approval.

740-2.23 UNDERPASS LIGHTING SYSTEM. Use underpass luminaires that have vandal resistant surface mounted fixtures installed in a galvanized welded steel enclosure as detailed on the Plans. The lamp must be a mogul based 150 watt, clear, ANSI/NEMA C78.1355, horizontal mount, high pressure sodium type. The lamp must provide a minimum of 15,000 initial lumens with a rated life of 24,000+ hours based on a minimum burn period of 3 hours.

Mount the ballast within the body of the fixture with a constant wattage autoregulator CWA type meeting ANSI/NEMA C78.1355 operating characteristics. See Plans for input voltage.

Provide a square lens that is semi recessed, extra thick, and injection molded polycarbonate prismatic type, with internal specular aluminum reflector. The lens must provide the uniformity specified in the Plans or Specifications with a minimum spacing to mounting height ratio (S/MH) of 3.5:1, in the plane defined by the axis of the lamp, and a minimum S/MH ratio of 1:1 in the plane passing vertically through the length of the lamp axis.

Provide a lens frame and side housing made of ASTM B 209, alloy 6061-T6 tempered aluminum a minimum of 4.5 mm thick, or equivalent stainless steel, secured with tamper proof screws requiring a special manufacturer’s tool to remove.

Provide fixtures that are Third Party listed for wet, damp, and dry locations.

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Fasten the fixture into the mounting enclosure with stainless steel screws accessible only from within the fixture housing.

Fabricate the mounting enclosure from 3.5 mm thick mild steel with continuous welded seams and hot dipped galvanized, as detailed on the Plans. Use wiring within the enclosure that might come in contact with the ballast rated at 200 C [type SR-2]. Provide a grounding screw or lug within the enclosure for a maximum No. 8 AWG ground conductor.

Submit the manufacture’s fixture specifications, photometric data, and a computer generated lighting layout for approval before ordering. Calculate, by the point to point method, the light level on the walkway surface through the underpass with no wall, ceiling, or walkway reflectance’s. The calculated light level on the walking surface and the calculated average to minimum uniformity ratio may not be worse than the light level and uniformity ratio noted on the drawings. Center the calculation area on the light fixtures and base it on the width of the walkway less 300 mm, and the length of the walkway equal to the distance between the first and last fixtures plus a distance equal to 50% of the spacing between the fixtures added to each end of the walkway. Fixtures having similar construction, electrical, and light distribution characteristics, may be used if approved. In the case of a substitution, construct the enclosure shown on the drawing to match the mounting requirements of the submitted fixture. Submit shop drawings for the enclosure for approval along with the fixture shop drawings.

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APPENDIX A

PERMITS

AND

EROSION AND SEDIMENT CONTROL PLAN

APPENDIX B

CONSTRUCTION SURVEYING REQUIREMENTS

APPENDIX C

MUNICIPALITY OF ANCHORAGE STANDARD DETAILS

APPENDIX D

MATERIALS CERTIFICATION LIST

APPENDIX E

CITY OF SEWARD

ELECTRICAL SPECIFICATIONS

APPENDIX F

SIGN SHOP DRAWINGS

APPENDIX G

PERMITS

SEWARD HIGHWAY MP 0 TO MP PHASE II · Web viewChange 1/7/06 Subsection 105-1.07 replace Nash Road...

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Transcript of SEWARD HIGHWAY MP 0 TO MP PHASE II · Web viewChange 1/7/06 Subsection 105-1.07 replace Nash Road...